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REPORT OF THE COMMISSION 

APPOINTED BY AUTHORITY OF THE 

CITY COTT1TCIL 


TO TAKE INTO CONSIDERATION THE BEST METHOD 
OF OBTAINING AN ABUNDANT 


SUPPLY OF PURE WATER 

,<-v 

FOR THE 

CITY OF CINCINNATI. 



CINCINNATI: 

TIMES STEAM BOOK AND JOB PRINTING OFFICE. 

18S5. 





REPORT OF THE COMMISSION. 


City Hall, Cincinnati, July, 1865. 

To the Hon. City Council of the City of Cincinnati: 

Gentlemen: At a meeting of your honorable body, held 
October 20th, 1864, it was “ Resolved , That the Trustees of the 
Water Works be invited to meet with the Mayor of the City 
and a Committee of three members of the City Council, for the 
purpose of forming a Commission to take into consideration 
the best method of obtaining an abundant supply of pure and 
wholesome water for the City, and that said Commission be 
and they are hereby authorized to institute and carry out all 
requisite preliminary surveys and investigations for ascertain¬ 
ing the most economical and practicable mode of supplying 
our City with pure water, and report to Council at as early a 
day as possible” — and the following members were appointed, 
viz: R. B. Moore, Wm. P. Wiltsee and George F. Davis; to 
which were added the Hon. T. H. Weasner, President of Coun¬ 
cil, and A. W. Gilbert, City Civil Engineer. 

On the first of November the Committee thus constituted 
met and organized, and proceeded to take the necessary steps 
to carry out the objects of the resolution. In order to do this, 
the Commission deemed it of the first importance to obtain the 
services of a competent and reliable civil and hydraulic engin¬ 
eer, for the purpose of making a thorough examination of the 
whole question of water supply for our City. 

At the meeting, November 10th, a sub-committee was ap¬ 
pointed, to correspond with eminent gentlemen in other cities, 
with reference to the employment of some suitable person to 
conduct the examinations. This Committee, after correspond- 



4 


REPORT OE THE 


ing with gentlemen connected with the Water Works of Yew 
York, Brooklyn, Boston, Albany, Philadelphia, Chicago and 
Baltimore, reported in favor of obtaining the services of James 
P. Kirkwood, of Brooklyn, Yew York. 

At the meeting, February 2d, 1865, it was decided to send a 
Committee to Brooklyn and Yew York City, with a view of a 
personal interview with Mr. Kirkwood, and also Mr. Alfred W. 
Craven, Chief Engineer of the Croton Aqueduct Department of 
the City of Yew York. 

The Committee, after receiving the written testimony of 
some of the most eminent professional gentlemen residing in 
Boston, Yew York, Brooklyn and Chicago, and seeing and 
conversing with Mr. Alfred Craven, of the Croton Aqueduct 
Department of New York City, and Moses Lane, Esq., Chief 
Engineer of the Brooklyn Water Works, addressed a note to 
Mr. Kirkwood, who was at Montreal, Canada, at the time of 
their visit to Yew York, and engaged him to make the desired 
examinations, and so reported to the Committee in March, 1865. 

In April Mr. Kirkwood arrived, and immediately proceeded 
to make the necessary surveys and examinations, which have 
been vigorously pushed forward and completed in a speedy and 
satisfactory manner. 

The subject of the best mode of supplying a large city with 
water is one of no ordinary magnitude and importance, and 
the Commission have undertaken this matter with a good deal 
of hesitation and a deep sense of the responsibility resting upon 
them. It is a subject surrounded by many embarrassing cir¬ 
cumstances, and if, in this report of facts and conclusions, they 
have failed to justify your expectations or wishes, they are in 
hopes the delinquency will be attributed rather to defect in ca¬ 
pacity than to any want of zeal on their part. 

It is the experience of all cities of modern times in arrang¬ 
ing for water works, that provision for a very liberal supply of 
water should be made at the outset, and that an abundant sup- 




WATER COMMISSION. 


5 


ply of pure water is worthy of almost any expenditure of en¬ 
ergy and means. 

The ancients ever regarded a supply of pure water in abund¬ 
ance, not only as one of the greatest blessings, but as indispens¬ 
able. Witness the great and costly works of the Romans to 
supply the “ Eternal City.” The aggregate flow of water into 
Rome, shortly after the Christian era, has been estimated at 
three hundred and fifty millions of gallons daily, equal to a 
daily supply of two hundred and ninety-two gallons to each 
inhabitant. Their aqueducts were of the most magnificent 
and durable character, the ruins of which are objects of curi¬ 
osity and wonder to this day. One aqueduct, the Aqua Clau¬ 
dia , conveyed to the city, daily, sixty-five millions of gallons, 
and formed a subterranean stream of thirty miles in length, a 
portion of which was supported on arches through an extent 
of seven miles. Two other channels, one of forty-three miles, 
and one of sixty-eight miles in length, conveyed the waters of 
the Anio to the city, one of which formed one continuous se¬ 
ries of arches six and a half miles long, many of which were 
upward of one hundred feet in bight. Compared with these 
and other similar works of the ancients, the Cochituate, the 
Croton, the Fairmount, or the Brooklyn works, sink into 
insignificance. 

Modern cities, however, are beginning to appreciate the wis¬ 
dom of the ancients in the matter of obtaining a bountiful sup¬ 
ply of pure water, and the theory that water can not be wasted 
in large cities, when an abundance can be had, is fast receiving 
the public sanction. Every gallon which passes through a 
sewer or a gutter is a purifier, and if public baths could be con¬ 
structed throughout the city, and public fountains could pour 
forth their streams in every elevation and depression, the health* 
of the inhabitants of the city would be promoted to a greater 
extent, probably, than by the adoption of any other positive 
expedient which human ingenuity could devise. 

Liberal as provision was thought to have been made by the 
cities of Boston, New York and Philadelphia, at the time of 



6 


REPORT OE THE 


the establishment of their works, they have each found it nec¬ 
essary, at certain seasons, to husband their resources, and re" 
ports from those cities show that an increase of consumption of 
water is each year greater in proportion than the increase of 
population. 

In presenting these facts, the Commission have in view a 
single consideration which they desire to impress forcibly upon 
the minds of Council and people, and that is, that in under¬ 
taking any new works we should be sure that we do so upon 
such a scale as will insure a prompt and certain delivery of that 
most valuable and indispensable article for a largely increased 
population and a largely increased demand. 

The question of the source of supply for our city has been a 
vexed one in our community for many years. Some of the 
present Commission were of a Committee of Council, some five 
years ago, to take into consideration the expediency and prac¬ 
ticability of bringing the waters of Mad river and the Great 
Miami to this city by gravity, when an analysis of these waters 
showed that they were much inferior to water obtained from 
the Ohio river, and that project was abandoned. 

It has been thought by many of our citizens, however, that 
water obtained from gathering grounds, as at Albany and 
Brooklyn, Hew York, would not be liable to the objections 
found to exist in that of the principal streams of the regions 
surrounding our city; and the Commission were particularly 
anxious that the subject of obtaining water by gravity, from 
the drainage of the rain-fall of the surrounding country, 
within reasonable limits of the city, should be thoroughly in¬ 
vestigated and conclusively settled, and so instructed their En¬ 
gineer— not wishing to limit him in time or expense, or spare 
any pains in making the most searching investigations. 

It wfill be seen by an examination of the report of Mr. Kirk¬ 
wood, that water obtained in this manner in the vicinity of our 
city, is open to the same objections as that of the streams men¬ 
tioned, owing to the presence of large quantities of lime, with 



WATER COMMISSION. 


7 


which all the soil in our vicinity is so highly charged. It is 
found that, under the most favorable circumstances, the water 
obtained from the region of country drained by the Miamis is 
much harder and contains a much larger proportion of lime 
than the water of the Ohio river. 

The value of soft water, in contradistinction to that of hard 
water, has been very thoroughly investigated in England by 
the “ General Board of Health Commission,” appointed by 
Parliament, the reports of which contain the testimony of the 
most eminent chemists and engineers, and is well understood 
and definitely settled. Doctor Thomas Clarke, one of the most 
eminent chemists of the United Kingdom, testified at great 
length before this Commission in regard to this matter; and his 
evidence, corroborated by that of others, fixes, without a doubt, 
the inestimable value of soft over hard limestone water, both as 
regards health and economy. It is hardly necessary to go into 
any detail of this matter here. 

We regard the question, therefore, as to the source of supply 
for our city as definitely settled for all time, and that the Ohio 
river is the only means from whence this city should derive her 
supply of water. 

It is now to be determined how, when, and in what manner 
we shall get our water from the river. It is admitted by all 
that the location of the present works is objectionable, and that 
we need more reservoir room, and that the water as now ob¬ 
tained from the river, a large portion of the year, needs filter¬ 
ing to render it clear and free from the sedimentary matter 
held in solution when in its turbid state. All these points are 
urged by Mr. Kirkwood, and are provided for in his examina¬ 
tions and report. 

The location of the works, as made by Mr. Kirkwood, are as 
high up the river as can well be obtained without crossing the 
Little Miami, which we do not think worth while to advocate 
now. Perhaps fifty or one hundred years hence the extensions 
of the city may be such as will demand the then city author- 



8 


REPORT OE THE 


ities to carry their works beyond the Miami river, and locate 
the reservoir on the hills east of that stream, and even then the 
reservoir, as now proposed, will doubtless be retained as part of 
the system for supplying the city with water. 

The site selected for the distributing reservoir is admirably 
adapted for the purpose, being away from any present or prob¬ 
able thoroughfare of travel, always open to a free circulation of 
air, free from any proximate cause of comtamination, and in a 
remarkably safe and secure position — the lands being on an 
elevation such as commands one of the finest views of the river 
and city in our vicinity, and the spot will afford, when finished, 
a very pleasant place of resort for our citizens.' 

We would recommend that in securing the site for the res¬ 
ervoir, additional ground be obtained, in order to make for our 
citizens a place for recreation, as is now done at Boston, New 
York, Philadelphia, Albany and other cities. 

The location of the settling reservoirs and filter beds, on the ' 
bank of the river at Pendleton, is a convenient one, and well 
adapted to the object to be obtained. 

The main, or storage reservoir, will require thirty-nine acres 
of land, and have a water surface of about twenty-five acres, 
and is estimated to contain one hundred and fifty-two millions, 
one hundred and twenty thousand U. S. gallons. 

The ground proposed to be occupied by the settling basins 
or filter beds is about forty-fi ve acres. 

The estimates of the Engineer are given in detail in the ap¬ 
pendix to his report, and include the cost of 

Three settling reservoirs of about six and a half acres water 
surface each; 

Two filter beds; 

One storage reservoir of twenty-five acres water surface; 

Two low service and two high service engines, with engine 
houses all complete; 

Force mains and supply mains to the city; 



WATER COMMISSION. 


9 


Land, damages, and fencing, and an auxiliary pumping en¬ 
gine, house and reservoir for the high lands of Walnut Hills, 
Mount Auburn, &c., making the whole cost a grand total ot 
$3,038,214.07. 

In conclusion, we would urge that steps be immediately 
taken by Council to obtain possession of the ground for the 
new works and reservoir. We are of the opinion that by ju¬ 
dicious management the ground can be obtained and the works 
built without subjecting our citizens to a burdensome tax. We 
do not propose or favor the expenditure of large sums of 
money immediately, only that a commencement shall be made, 
and that we work according to a well arranged and thoroughly 
matured plan, as our means and circumstances may "warrant. 

The present works are expected to answer for several years 
to come, and by distributing the large sum necessary to obtain 
works of the character proposed, and such as will be required, 
through a period of several years, the annual amount to be 
paid will scarcely be felt by our citizens. 

All of which is respectfully submitted, 

L. A. HARRIS, 

THOMAS H. WEASNER, 

D. T. WOODROW, ) Trustees of the 
*HENRY PEARCE, j Water Works . 
GEO. F. DAVIS, 

WILLIAM P. WILTSEE, 
fCHARLES BROWN, 

A. W. GILBERT. 


* Elected in April, in place of Jos. Torrence, whose term of office expired, 
t Appointed by Council, vice R. B. Moore, Esq., whose term of office as mem¬ 
ber of Council expired in April last. 

Note.— Mr. Kessler, one of the Trustees of the Water Works, declines signing 
the Report, upon the ground that he does not recognize the necessity of expend¬ 
ing such a large amount of money for new Whrks; and that, in his opinion, the 
present Works will, with an additional reservoir, answer all reasonable require¬ 
ments for many years to come. 







‘ 

- k 







CINCINNATI 


WATER SUPPLY COMMISSION 

O IE 1 1865. 


REPORT UPON THE PROPOSED MODE OF SUPPLY 

BY 

JAMES P. KIRKWOOD, 

Civil Engineer. 


JULY 3, 1805. 





REPORT OF THE ENGINEER. 


Cincinnati, Ohio, July 3d, 1865. 

To Mayor L. A. Harris, President , and to the 

Members of the Commission for the Extension 

of the Water Supply of Cincinnati: 

Gentlemen : — In accordance with your invitation to examine 
the whole question of the water supply of your city, and to give 
my views as to the best mode of increasing and perfecting that 
supply, I have been engaged during the last three months in 
making such surveys and examinations as the circumstances 
seem to call for; and I now beg to report accordingly. 

Your letter of invitation indicates, in general terms, the 
duties required of me; but as the resolutions passed by your 

Board, on the — day of-- 1865, embrace the same topics, 

and are more explicit, I will give them here, as best explaining 
the character of the examination desired by you. 

They are as follows: 

“1. Pesolved —As the opinion of this Commission, that in 
order to ascertain the most economical and practical mode of 
supplying our city with pure water, it is necessary to take into 
consideration and examine carefully the whole subject of water 
supply, with the view: First , of ascertaining the cost and feas- 
ability of supplying our city with water from gathering grounds, 
and by gravity, with a series of storage basins or reservoirs 
connected with said gathering ground; as also: Secondly , the 
obtaining of an abundant supply from the Ohio river by means 
of pumping by steam, with large reservoirs connected there¬ 
with, for the purpose of forming storage basins. 




14 


REPORT OF THE ENGINEER. 


“2. Resolved, further —That no scheme will be considered as 
fulfilling the conditions of an ‘abundant supply’ that does not 
provide for the delivery of at least 30,000,000 (United States 
standard) gallons of water daily, throughout the year, and that 
further provision shall be made for increasing this daily supply, 
as may be demanded by an increasing population, so as to fur¬ 
nish at all times a supply of water at the rate of one hundred 
United States standard gallons to each inhabitant of the city.” 

These resolutions have formed my written instructions. 

The gathering grounds within reach of the city have not 
been so minutely explored as the tone of the resolutions would 
have warranted, but they have been sufficiently so, to enable 
me to understand their extent, and to ascertain the capabilities 
of certain of the smaller streams which have been looked to as 
offering peculiar advantages in this connection. 

The water supply of the city by what is called “ gravitation,” 
instead of by pumping power, is not necessarily less costly than 
that by machinery, although many view it in that light, but it 
is more simple in its action, more easily superintended and 
maintained by ordinary intelligence, and does not admit of the 
vexed discussions in regard to the different forms of machinery, 
which perplex and delay, very prejudicially sometimes, the 
timeous extension of the pumping power. 

In the other case, the hesitation which questions in regard to 
the best form of machinery always produce, has operated to 
render the mode of supply by gravitation more popular. But 
the difficulty is one which will be less and less felt as the public 
mind becomes more familiar with the subject. 

A scheme of supply by gravitation involves, necessarily, an 
extent of constructive preparation which shall satisfy the wants 
of the particular city for some thirty to forty years, as regards 
the size of conduit. At all events, a second conduit not being 
thought of by the generation which supplies the first. 

Where pumping power is used, additions can be conveniently 
made every five or ten years, so far as the machinery is con- 




REPORT OF THE ENGINEER. 


15 


cerned, and the first cost of the work will therefore, to this 
extent, be more fairly distributed. 

With proper attention, the pumping power may always be 
kept so well in advance of the demands upon it, as to render 
its operation as reliable in every way as the conduit under the 
system of gravitation. In either case, constant attention is 
necessary to the proper maintenance and repair of the works. 
In the gravitation scheme, neglect is not so readily perceptible, 
nor its evil consequences, like defective machinery, so quickly 
felt by the consumer, but with proper care and foresight, the 
one may always be made as certain in its deliveries as the other. 

The simplicity of operation and of supervision, will always, 
however, make the mode of supply by gravitation the most 
desirable. But the character of the water to be supplied 
demands your first attention, the mode of supply being in itself 
of comparative secondary importance. 

Cincinnati is situated in the center of a limestone region of 
country, through which the Ohio river, in its course towards 
the South, carries in its channel the waters of the northern 
parts of Hew York, Virginia, and Pensylvania, collected from 
districts of country where the geological formation is much of 
it primitive and mountainous, and at all events devoid of the 
limestones or other rocks, which render the waters escaping 
from them objectionable for domestic use. 

The waters of the river, in this upper section of its course, 
are quite soft. Below Concord they enter upon the limestone 
basin, in which the city of Cincinnati is situated, and after 
mingling with the rivers which rise in that basin, the Ohio 
water becomes to a certain extent deteriorated, not sufficiently 
so, however, as to make rain water in that sense preferable and 
necessary, but yet decidedly harder than the Hew York, Boston 
or Brooklyn waters. I use the terms hardness and softness as 
expressive of important characteristics well understood. The 
cleanliness, limpidity, or purity of the water as regards organic 
matter is another element of the question. 




16 


REPORT OF THE ENGINEER. 


The water of the Ohio river, at Cincinnati, becomes thus a 
mixture of soft and hard water. The region from which the 
soft water is gathered, approximates to an area of 69,743 square 
miles, and the limestone region which furnishes the hard water, 
approximates to an area of 7,955 square miles, being as nine to 
one nearly. 

The water of the river, at Cincinnati, varies slightly 
throughout the year, according as the contributions from the 
limestone basin, or those above and beyond its influence 
predominate. 

The accompanying sketch of the country north of Cincinnati, 
includes the entire valleys of the Great Miami and the Little 
Miami rivers, with the valleys of the intervening smaller 
streams. The portions of the gathering grounds of these rivers 
which could be made available for the supply of your city by 
gravitation, are there defined by color. The portions of certain 
of the tributaries of these, and of Millcreek, which are of 
suflicient extent to be available on the same plan, are also 
defined by color. 

The waters of all these streams are gathered from a limestone 
district of country, unmixed with the waters of any other geo¬ 
logical formation. They might therefore be expected to be 
harder, and in that sense less desirable than the water of the 
Ohio river, and this turns out to be the case. 

In 1853, a minute analysis was made by Professor Locke, of 
specimens of the waters of the Miami rivers, and of the Ohio 
river. The result of this investigation seems to have been to 
satisfy the public mind, at the time, that the Ohio water was 
decidedly preferable to that of either the Great Miami or the 
Little Miami. It has been contended, however, that if the 
waters of certain of the smaller tributaries of the Miamis, 
whose banks toward their sources are steep, could be collected 
in impounding reservoirs, the character of the water thus gath¬ 
ered would be softer than that of the main river, by reason of 



REPORT OF THE ENGINEER. 


IT 


the rain water flowing oft’ rapidly from the steep hill sides, 
without penetrating the lime rocks underneath. 

To a certain extent this is true, the waters of these creeks or 
brooks when in flood immediately after heavy rains- are less 
objectionable in character than when low, but all such as we 
have examined, are even then much more objectionable than that 
of the Ohio river, as respects the amount of lime held in solution. 
To ascertain the comparative character of the waters of these 
brooks, specimens of them have been examined by Dr. E. S. 
Wayne, chemist, of this city. I have also examined them by 
Dr. Clark’s soap test, procured from London for that purpose. 
This test has been so much used, and is now so well known, as 
to make its indications a very reliable guide as a measure of 
comparison. 

To ascertain the points on these brooks whence the water 
could be drawn to the city by a gravitation scheme, it was 
necessary to carry levels up their valleys; the point sought in 
each case, was based on an assumed height of reservoir in or 
near the city, ot* one hundred and eighty feet above low water 
of the Ohio river, and upon an inclination of conduit of one 
foot per mile. The length of conduit assumed, was not meas¬ 
ured, as this course would have involved tedious and expensive 
surveys, but was taken from the distances which the canal or 
roads indicated. To have taken the water below the point 
where the stream could be tapped, would have been unsatisfac¬ 
tory. It was therefore necessary to approximate to that point, 
and the levels of the different reaches of the canal on one side 
and of the railroad on the other, facilitated our labors in this 
respect. 

The following named streams were examined, but no speci¬ 
mens collected of their waters, the drainage area in each case 
above the points where they could be tapped, being too small 
to warrant the construction of any works upon them. 



18 


REPORT OF THE ENGINEER. 


Lick Run, entering Millcreek. 

West Fork of Millcreek. 

Ross Run, entering Millcreek. 

East Branch of Millcreek. 

Duck creek, entering the Little Miami river. 

Sycamore creek, entering the Little Miami river. 

The following named streams presented fair prospects for the 
collection of water, as regards quantity. 



Situation of 
Connecting Point. 

Drainage 

Area. 

Elevatiom 

above low 

water at 
Cincinnati. 

Distance from 

Cincinnati in 

Miles. 

Square Miles. 

First— The Great Miami Valley. 




Clear creek,. 

270 ■! 

49 

39 90-100 

Gregory creek,. 

220 

38 

16 

Dicks creek, below Middletown, was found to be 




very unfavorable for reservoirs. 




Second— Little Miami Valley. 




Muddy creek,. 

222 

32 

10 25-100 

Turtle creek,. 

220 

33 

27 

Third— Valley of Millcreek. 




"West Branch of Millcreek,... 

196 

16 

28 50-100 


In the following table, the merits of the waters of these 
streams as regards hardness, are indicated. My own examina¬ 
tions of them by Dr. Clark’s test were carefully repeated. 
Specimens of the waters were submitted to the examination of 
Dr. E. S. Wayne, chemist, of this city. His report will be 
found in the appendix. The results of Dr. Wayne’s examina¬ 
tions are embodied in this table. There are some anomalies in 
these, which I cannot explain. My observations by the soap 
test correspond nearly with Dr. Wayne’s for Clear creek, the 
Ohio river, and Millcreek, but differ from his more or less for 
the others. 

























Results of the examinations of certaiyi waters in the neighborhood of Cincinnati to ascertain their relative hardness. 


REPORT OF THE ENGINEER. 


19 


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20 


REPORT OF THE ENGINEER. 


The great increase of hardness at low water, as compared 
with the water of the streams when in flood will be noticed in 
the Little Miami specimens, as well as in those of Clear creek. 
The Ohio river water is also well marked in this respect, and 
its greater hardness when low is apparently due to the greatly 
increased hardness then of the water of the Little Miami river, 
and similarly of the other streams above, which enter it from 
the limestone districts. 


Professor Locke’s minute analysis is not of a nature easily 
comparable with the ruder measure of the soap test, but if I 
take the amount of lime in the different waters examined by 
him, as a basis of comparison, the ratios, taking that given for 
the Ohio river water as unity, agree very closely with the soap 
test observations. 

The comparison gives the following results: 


Relative Pro¬ 
portion oe Lime 
in the Water. 


WATER—WHENCE OBTAINED. 


According 

to 

Prof. Locke 


According 

to 

Dr. Clark. 


Ohio river, twelve miles below Big Sandy,.... 

Ohio river at Cincinnati,. 

Little Miami river,... 

Great Miami below junction with Mad river, 
Mad river,. 


0.44 

1.00 

1.65 

2.57 

3.93 


1.00 

1.68 

2.63 


In the scale given by Dr. Clark of degrees of hardness cor¬ 
responding to his soap test, each degree is considered by him 
equivalent to one grain of carbonate of lime, per Imperial gal¬ 
lon. In the above table in which the United States standard 
gallon is used by Dr. Wayne, the scale has been reduced to the 
United States gallon. 



















REPORT OF THE ENGINEER. 


21 


Professor Locke’s analysis of a specimen of the Ohio river 
water taken twelve miles below Big Sandy, shows the charac¬ 
ter of the water before it enters the limestone basin. Here, the 
water corresponds in softness very nearly with that of the Cro¬ 
ton or Cochituate or Brooklyn water; at Cincinnati it has lost 
a portion of the softness which characterizes it at Big Sandy. 

At five degrees of Dr. Clark’s scale, water is supposed to be 
approaching the line of hardness which makes it perceptible, 
and objectionable for domestic use. The water of the Ohio 
river borders closely upon this line. To select a water posi¬ 
tively objectionable as regards hardness, would, in my opinion, 
be a great mistake, involving necessarily much dissatisfaction 
and many inconveniences. But. ail the waters of the back 
country which have been examined, are, as the table shows, 
much harder than the Ohio water. They are, therefore, as 
compared with the water of the Ohio river, to be decidedly 
set aside, unless the Ohio river water possesses other qualities 
more objectionable than the excess of hardness referred to, from 
which those others shall be found to be exempt. Lime, in all 
its forms, is conceded to diminish the solvent power of water. 
Beyond certain limits, its presence makes the water objectiona¬ 
ble for family use, whether for drinking, cooking or washing 
purposes. There is so much evidence extant on these points as 
to render any labored discussion unnecessary. The limits re¬ 
ferred to are exceeded by all the waters examined north of Cin¬ 
cinnati, except that of the Ohio river. For manufacturing 
purposes, and for steam boilers, hard water is very objectiona¬ 
ble; a soft water for all such purposes is always desirable. 

One of the most interesting streams which we have exam¬ 
ined is “Clear creek,” entering the Great Miami river near 
Fra/iklin. The waters of this creek when not affected by 
h edvj rains, are comparatively clear. Its upper branches are 
largely fed by springs issuing from limestone rocks. Its banks 
are generally steep. The water of this creek on the day after 
a heavy rain, when it was unusually high and turbid, showed 
seven and a third degrees of hardness as compared with the 



22 


REPORT OF THE ENGINEER. 


Ohio water, which may be taken at four and three-quarters, 
(per IT. S. gallon.) Ten days afterwards, when the stream was 
about its usual depth for the season, and running clear, its prin¬ 
cipal branch had changed to fifteen degrees of hardness. In 
the former case, the rains running off the steep slopes, modi¬ 
fied its natural character; in the latter case, the large springs 
which pour out from the limestone rocks, determined its char¬ 
acter. If the waters of the stream were impounded, the mea¬ 
sure of hardness would be between these extremes, and . could 
not be assumed at less than ten degrees, while it would proba¬ 
bly exceed this estimate. 

The waters of the other creeks mentioned in the table, were 
examined only when in flood. They would have shown higher 
rates of hardness, had they been examined also when low. 

The Ohio river water has the advantage then, decidedly, as 
regards softness. 

As regards organic impurities, the waters of small upland 
streams are preferable as being generally associated with a 
sparse population, and consequently exposed in a less degree to 
the contaminating influences of human life, the populations be¬ 
ing always most dense on the borders of navigable rivers. 

It is to be remembered, however, that these upland creeks 
are not in this instance mountain brooks. They all rise and 
flow through rich agricultural districts, destined to produce 
heavy crops, and doubtless to be richly manured toward that 
end. The rain waters falling upon such lands, will be least 
pure as regards organic matters, when they flow off rapidly, 
and most pure when they have passed through the soils and 
rocks, and been subjected to their infiltration. 

The sewerage impurities of a large city when delivered into 
such a river as the Ohio, will always render its waters at, and 
immediately below the mouths of these sewers, offensive to our 
instincts of cleanliness and purity, and although the waters of 
a large river very soon purify themselves from such contamina- 



REPORT OF THE ENGINEER. 


23 


tions, so that their influence could hardly be traced in the wa¬ 
ter a few miles down the stream, yet such a feeling in the 
community is to be respected and encouraged as conservative 
of health. 

The point at which the water is taken now for the city use, 
is objectionable in this respect, as being within the limits of 
the city, and within the influence of its sewerage discharges. 
The discharges from Deer creek, which are at certain seasons 
very offensive, float up stream in the eddy which prevails there, 
as far as the pumping house. The pipe of the new engine, 
which is laid well into the current, will be beyond the influence 
of the Deer creek discharge, but it is disagreeable to have of¬ 
fensive deliveries of this kind approaching that degree of near¬ 
ness to the portion of the river whence the city derives its sup¬ 
ply, and no position for the new works can be satisfactory, in 
my opinion, which is not clearly beyond any such influence, 
and beyond the influence of the city sewerage, having in view 
the growth of the city. 

A sensitiveness on this point, not to be satisfied by chemical 
explanations of the inappreciable effect of such influences on 
the waters of a large river, it is safer to encourage than sup¬ 
press. 

If the city, then, should continue to use the water of the 
Ohio river, the water should be taken from some point above 
the city limits, and the supply pipes carried out well into the 
channel way. The Ohio river water thus taken, I should con¬ 
sider sufficiently pure at all seasons for city use, and decidedly 
preferable on the whole, to the waters of the streams examined 
by us. 

The large engine now building, will satisfy the wants of the 
city until you are prepared with new works, and as the city 
above the present works is not densely occupied, the water de¬ 
livered by the new engine, drawn from about mid-stream, will 
not probably be sensibly affected within that time by the impu¬ 
rities to which reference has been made. 



24 


REPORT OF THE ENGINEER. 


The impurities from the slaughter houses, as well as all simi¬ 
lar animal impurities, should not be allowed to enter the river 
under any circumstances, and the time will undoubtedly come, 
when the law will protect all streams from the influence of such 
pollutions, by requiring all such nuisances, at some cost, to be 
converted into manure, or otherwise rendered incapable of de¬ 
teriorating the exposed waters, upon whose salubrity all animal 
life is more or less dependent. 

There remains to be considered the turbid character at cer¬ 
tain seasons of all the rivers and streams examined by us, and 
how this turbidity can be removed. 

This muddy or turbid character of the streams, obtains dur¬ 
ing, and for some time after, heavy rains. When any one of 
these rivers is in flood, it is heavily charged wdth sedimentary 
matter: when the river is very low, the water becomes clear, or 
nearly so. 

The Great and Little Miami rivers flow through rich bottom 
lands, and their waters, when in flood, appear to be more heav¬ 
ily charged with sediment than the waters of the Ohio river. 
The waters of the smaller streams entering them, are about 
equally turbid when in flood, but they fall and clear themselves 
more rapidly than the large streams. This turbidness must be 
got rid of before the water can be expected to be used freely 
and liberally by the citizens, not merely for the necessary pur¬ 
poses of the famity, but for the luxuries of the bath, etc., so 
conducive to health and cleanliness. 

My stay here since the last of March, has enabled me to 
watch the state of the water as received in the dwelling houses, 
through the months of April, May and June. In April and 
May, when the falls of rain were frequent and heavy, the wa¬ 
ter wsls so turbid as to be disagreeable to wash in; no one 
could be expected to bathe in such water as a measure of clean¬ 
liness, though one might possibly do so for the refreshment 
which its coolness might produce. To use such water freely, 



REPORT OF THE ENGINEER. 


25 


may be said to be unnatural; that it is not used freely, is appa¬ 
rent from the daily consumption of water in the cities of Cin¬ 
cinnati, and of Louisville and St. Louis. As compared with the 
population the consumption is evidently much below the rates 
of consumption prevalent in eastern cities, except at times in 
mid-summer when the water in the river is low and compara¬ 
tively clear. The consumption, then, increases in a much 
greater ratio than the change of temperature w r ould warrant. 

Until the water can be delivered to the consumers limpid 
throughout the year, rendering the use of filters and cisterns 
unnecessary, it can not be expected to be popular; nor to be 
used w T ith that freedom bordering on waste, which, in a hot 
climate, is so conducive, as I have already said, to health and 
cleanliness. 

The income necessary to meet the cost and maintenance of a 
liberal water supply can hardly be expected to be obtained, un¬ 
til the character of the water at all seasons has been rendered 
limpid, and desirable both for manufacturing and domestic pur¬ 
poses. 

That this result can be secured, I am not at liberty to doubt, 
because the waters of certain rivers in Europe, discolored under 
the same circumstances, are cleared satisfactorily by a simple 
process of filtration through beds of sand and gravel. When 
the river carries much sediment, settling reservoirs must first 
be used, where the water becomes freed of the heavier particles 
held in suspension, before being thrown upon the filtering beds. 

There may be said to be three modes of attaining this end: 

1st. By subsiding reservoirs of large area, arranged either 
in a series, or where space is not important, in the form of one 
very large reservoir, through which the water in its slow pass¬ 
age deposits all the sediment held in solution. 

2nd. By subsiding reservoirs and filter beds combined. 

3rd. By the filter beds alone. 



26 


REPORT OF THE ENGINEER. 


In the first case, the subsiding reservoirs must be large enough 
to clarify the water when in its worst condition, without the 
aid of the filtering process. Large reservoirs of still water are 
not desirable in our hot climate. 

The second case is more economical of space. Filter beds 
have been resorted to, not because reservoirs of subsidence 
would not produce the desired effect, but because these filter 
beds made the process speedier and dispensed with the neces¬ 
sity for subsiding resorvoirs of large size. In this hot climate, 
it is, besides, not desirable that bodies of water should remain 
longer than necessary in an entirely quiescent state. The size 
of the. subsiding reservoir will depend upon the character of 
the water, and on the average daily consumption, conjointly. 

The third mode, of using filter beds without subsiding reser¬ 
voirs, occurs only where the stream, whence the supply is de¬ 
rived, is but slightly discolored by rain, and never carries in 
suspension much sediment. It is evidently inapplicable to our 
great western river waters. 

If the waters of the upland streams which we have examin¬ 
ed, were decided upon as the most desirable sources of supply 
for the city, impounding reservoirs would have to be con¬ 
structed on them, one or more on each stream, of sufficient ca¬ 
pacity to hold about four months’ supply. These reservoirs 
would operate as subsiding reservoirs when the streams were 
in flood, but unless the reservoirs were unusually large, the wa¬ 
ter in heavy floods would flow out of them, more or less turbid, 
and some means would have to be adopted at such times (pro¬ 
bably at the city end of the conduit) to clarify the water. 

The reservoir at Washington, which is fifty-five acres in ex¬ 
tent, has entirely failed in this respect. The Croton dam reser¬ 
voir, on the contrary, delivers the water at its lower end, into 
the conduit, clear of sediment during the heaviest floods, but 
not unfrequently slightly discolored at such times. This reser¬ 
voir is, however, from four to five miles in length, and has, 




REPORT OF THE ENGINEER. 


27 


according to Mr. Schramke, four hundred acres of water 
surface. 

The Ohio river is very variable in its character, as regards 
the amount of sediment which it carries in suspension. For, 
from two to four months its water is very heavily charged with 
sediment, the heavier portions of which rapidly deposit them¬ 
selves in still water. For some months of the year, varying 
with the season, its waters are clear, or nearly so. During the 
remaining months, the waters are more or less turbid and dis¬ 
colored. The means adopted for its purification would there¬ 
fore have to be used intermittently. 

Although I have expressed my opinion in favor of the use 
of the Ohio river water as preferable, all things considered, to 
any other water available for Cincinnati, it may be expected 
that I should give such information in regard to the amount of 
water which can be collected from the small streams of the 
back country, as our examination has put us in possession of. 

There are no gaugings of any of the creeks referred to, to 
assist us in arriving at any estimate of their flow of water 
throughout the year. We are therefore driven to infer their 
capacities in this respect from the extent respectively of their 
gathering grounds, and the proportion of the rain fall of “low 
years” which finds its way into their channel beds. 

The extent of the gathering grounds we have been able to 
measure approximately from the county maps. The amount 
of the rain fall which can with certainty be depended upon as 
collectable, must be to a certain extent a matter of judgment. 
It can not have reference to the mean rain fall of a series of 
years, but must be founded on the measures of the lowest years 
of rain fall, for the supply of the city must be made certain 
during the season of low water, as much as during the fuller 
seasons. 

The aggregate amount of water to be provided for in any 
scheme for the extension of the present works, must be first 
3 



28 


REPORT OF THE ENGINEER. 


considered. It would seem to be unfair for the present gene¬ 
ration to make preparations for more than thirty years’ service, 
except in such parts of the works as without much extra cost 
can be made applicable to a longer period. But it is necessary 
to have in view the facilities of extension at the end of that 
period, and the continued usefulness then of the works that 
may be determined on now. 

In the statement belo^v the population of the city is given 
from the best authorities within my reach. The rate of con¬ 
sumption of water for the different periods is a matter of judg¬ 
ment. My estimates for the future consumption of water are 
founded on the supposition of the water being delivered clear 
and wholesome. If continued to be delivered as now, that 
consumption would not probably much exceed half these esti¬ 
mates. 

In Hew York and Boston a great deal of water is used by 
the shipping, which goes to swell the apparent average per 
head. In this city, however, the shipping, as a matter of con¬ 
venience, will probably long continue to use the river water. 
The average daily consumption here, per head, should not 
therefore be so much as at Hew York or Boston, except as that 
consumption may be influenced by the needs of a hotter cli¬ 
mate, and by a policy of supply more liberal than that of the 
cities mentioned. The needless waste of such a blessing as 
good water, must be deprecated; but, on the other hand, the 
inculcation of a niggardly use of it is still more objectionable. 
That freedom in the use of the water which is desirable in the 
interest of both health and comfort, must necessarily involve a 
certain amount of waste. 

Your resolutions, at the beginning of this report, keep this 
liberal policy in view as a measure of safety. 

The cleanliness of the sewerage drains of the city is depend¬ 
ant on a rather free use of the water, and it is better that the 
necessary water to that end should reach them after having 



REPORT OF THE ENGINEER. 


29 


been used by the inhabitants, than that it should be flushed 
into them, from the street hydrants, a measure indispensable 
under certain circumstances, but of less frequent necessity as 
the contributions from the dwelling houses increase. 

TABLE 


Explanatory of Population of Cincinnati, and of the relative consumption of Water. 


Year. 

Gross 

Population. 

Rate of 

Increase. 

Average daily 
Consumption. 

Estimated 

number of 

Inhabitants 

using Water. 

Supposed rate 
per head 
per diem. 

Per cent. 

Gallons. 

Gallons. 

1819. 

10,283 





1826. 

16,230 





1840. 

46,338 





1850 . 

115,143 


2,240,000 



I860 . 

161,044 

39 5-10 

4,999,393 


30 to 40 

1865 

193,252 

20 

5,700,000 


30 to 40 

1870. 

225,460 

18 

12,100,000 

220,000 

55 

1880. 

315,460 

40 

18,900,000 

315,000 

60 

1890. 

431,644 

40 

28,015,000 

431,000 

65 


The daily consumption in Yew York in 1864, averaged 52.6 
millions with a population exceeding 800,000. The daily con¬ 
sumption in Brooklyn in 1864 averaged 8,285,000 gallons with 
a population somewhat exceeding 200,000. The rate of con¬ 
sumption per head per diem will gradually increase up to a 
certain limit dependent on the facilities afforded, and the habits 
and comforts of the citizens. I have not thought it necessary 
to carry this limit much beyond the measure which prevails in 
the city of New York now. , 

The consumption for the year 1890 by this table is supposed 
to have attained a rate of 28,000.000 U. S. gallons daily; say 































30 


REPORT OF THE ENGINEER. 


30,000,000 as the first measure of any gravitation scheme of 
supply. 

The extent of gathering ground competent to furnish this 
supply, will now be considered. 

The amount of the annual rain fall which reaches the streams 
varies with the geological character of the particular , region. 
In granite districts, particularly within their mountain slopes, 
it reaches sometimes to two-thirds and more of the annual 
amount, while, in the limestone districts, and in fiat districts of 
country, it falls to one-third, and sometimes less. The differ¬ 
ence, or remainder, is lost by evaporation, and that sort of ab¬ 
sorption near the surface which does not penetrate .to the rocks, 
but goes to the nourishment of trees and plants. As respects 
elevation, the low water of the Ohio river at Cincinnati is 
stated to be four hundred and thirty-two (432) feet above tide¬ 
water at Albany, and one hundred and thirty-three (133) feet 
below the level of Lake Erie. The gathering ground which 
we have in view would be situated 630 feet and upwards above 
the same tide-water base. 

Limestone districts of country are well known to be unusu¬ 
ally absorbent of water. The channels of the brooks within 
the limestone basin become frequently entirely dry in summer. 
The limestone rocks are very pervious to water, and much of 
the rain which they receive, instead of escaping again (most of 
it) as in the other formations, into the neighboring valleys, sinks 
deep into this porous formation, until it reaches a material 
which is comparatively impervious, and where the water is held 
and forced to the surface in copious springs. Sometimes a 
stratum of limestone of a closer character produces this result, 
as seems to be the case with the water of Clear creek, whose 
upper branches are fed by copious springs issuing from the 
limestone rocks. More frequently this effect is not produced 
until the waters absorbed reach another character of rock. In 
this case, the streams within the higher portions of the lime¬ 
stone district will become, in summer, dry, or very low, as al- 



REPORT OF THE ENGINEER. 


31 


ready mentioned, while toward the lowest points of the same 
region they wili become the more abundantly replenished from 
the issuings of the stored water, unless, indeed, the water should 
find no opportunity of escaping until below the high water 
lines of the neighboring coast or valley. 

I mention these characteristics of many limestone regions as 
motives to a cautious estimate of the portion of the rain-fall 
which could be impounded in reservoirs within such districts. 
Mr. Homershaw’s extensive and minute observations of some 
of the chalk districts of England, comparing these with the 
clay districts, showed very distinctly that the streams in the 
chalk were of smaller size for the same extent of drainage than 
in the other districts. In other words, that more of the rain¬ 
fall was absorbed by the limestone formation than in the other 
case, and not returned to the river within the district of coun¬ 
try observed. In all probability the agricultural character of 
the chalk district was more productive than the other, and a 
larger proportion of the rain fall was consumed by the rich 
vegetation of its surface soil. 

In various parts of England, the water flowing off from 
gathering grounds of known extent, has been carefully gauged 
throughout the year , and compared with the registered rain-fall 
of the same grounds, but none of these examinations have been 
made, so far as known to me, upon a limestone district; though 
the summer discharges of various limestone streams have been 
carefully gauged, giving, however, the average summer dis¬ 
charge, (a very loose quantity,) and not the minimum summer 
discharge of these streams. 

Experiments made on the high ground of Yorkshire, Eng¬ 
land, show that sixty-six per cent, of the rain-fall can be 
impounded there; at Sheffield, forty-two per cent, can be 
impounded; in Suffolk, thirty-five per cent.; in Lincolnshire, 
thirty-three per cent.; and at Paisley, Scotland, sixty-seven per 
cent. 




32 


REPORT OF THE ENGINEER. 


Mr. Hawksley experimented on two hundred square miles, 
and ascertained that forty-three per cent, of the rain-fall could 
be collected in reservoirs; hut the character of the rocks of the 
ground experimented on is not mentioned. 

In tiffs country some careful experiments were made in the 
State of Hew York in connection with the canal reservoirs, the 
details of which I have no means of giving. The results are 
stated to be as follows: On the water shed of Eaton brook, 
(6,800 acres,) with a steep slope and compact soil resting on 
greywacke rock, elevated 1,350 feet above the sea, sixty-six per 
cent, of the whole rain-fall was found to flow off. The rain 
flowing from the water shed of Madison brook, (6,000 acres 
area and 1,200 feet above the sea,) was found to be equal to 
fifty per cent, of the annual rain-fall of that district. 

It is well known that while a large percentage of the rain¬ 
fall of the winter months reaches the streams, a very small 
percentage of the rain-fall of-the summer months finds its way 
there. We shall arrive then at a closer knowledge of the 
probable amount of water which can be impounded from any 
specific gathering grounds, if we divide the year into quarters, 
and take a varying percentage of the rain-fall of each quarter 
as finding its way to the channels of the streams. Two years 
of rain-fall may occur in which the registered amount is forty 
inches for each, but if twenty inches of the amount has fallen 
in the one case during the winter months, and but ten inches 
during the same months in the other case, the amount to be 
relied upon will be much greater for the first case than for the 
second. 

In the absence of positive data, such as can only be acquired 
by a careful measurement of one of the Miami’s for several years, 
compared with correct observations of the rain-fall upon the 
same ground, I will assume, for each quarter, the rates which 
follow, instead of using a fraction of the aggregate for the 
year. 



REPORT OF THE ENGINEER. 


33 


The principle which I follow in this respect is obviously 
right. The proportions assumed for the different seasons will 
differ with the climate, and the geological character of the 
district. 

We know that during the months of August, September, and 
October, the streams become very low, and yet during this 
period the mean rain-fall does not differ sensibly, in this local¬ 
ity, from that of the months of January, February, and March. 

During the last mentioned months, the portion of the rain¬ 
fall which is evaporated and absorbed is comparatively small. 
The temperature is low, the strata receptive of water are full, 
the ground when not frozen is moist, and seventy per cent, of 
the rain-fall may be safely assumed to be flowing off. In a 
mountain country, and upon a different geological formation, 
the proportion would be greater. 

In April, May, and June, the condition of things has changed, 
the ground has been plowed up and sown, vegetation is in active 
progress, and a high temperature occasionally prevails. The 
springs are still full, but a large portion of any rain-fall is evap¬ 
orated, and a large portion absorbed by the roots of grasses, 
plants, and trees. I assume fifty per cent, of the rain of this 
quarter to find its way to the streams. In heavy, extended 
rains it will exceed this proportion, and in high rains it 
will be much below it. It must be kept in view that the 
seasons of low rain-fall control an engineer in any estimate 
of this kind, since the supply for a great city must be placed 
beyond the risk of low exceptional seasons. If there has been 
much snow during the first quarter, its melting will extend into 
April, and will thus augment sensibly the delivery of the 
streams, in the second quarter, above what would be due to its 
rain-fall. 

In the third quarter, July, August, and September, the aver¬ 
age rain-fall has not much decreased, and yet the streams, wells 
and springs have become very low, the temperature and the 



34 


REPORT OF THE ENGINEER. 


evaporation are at their maximum, the ground is dry and very 
absorbent, and many of the small brooks in this limestone region 
will be found dried up. I assume but fifteen per cent, of the 
rain-fall to reach the streams during this quarter. 

In the fourth quarter, October, November, and December, 
the streams continue low. These are exceptional months, very 
variable in their character. The temperature in this region of 
country must be still high through October, but it will begin 
to change irregularly through November and December. The 
evaporation will become much reduced, but the springs and 
water-bearing strata having become more or less exhausted 
during the previous quarter are now filling up. The ground 
therefore is storing away a large portion of the rain-fall. I 
estimate the amount of rain flowing oft* for these three months 
as averaging thirty-five per cent. 

The only tables of rain-fall which I have used in this connec¬ 
tion, are those obtained from the records of the Woodward 
College of Cincinnati. They embrace a period of twenty-nine 
years, from 1835 to 1864. The details of these tables will be 
found in the appendix. 

In the following table, I have applied the percentages 
assumed for each quarter as above mentioned, to some of the 
lowest years, and also to the means of several series of years. 



TABLE 

Showing the rain-fall of certain years, and series of years, at Cincinnati, and the probable amount of that rain-fall which could be collected 
in impounding reservoirs, within the limestone region of country north of Cincinnati. 


REPORT OF THE ENGINEER. 


35 


M 

o 

o 

« 

PP 

A 

% 

02 

P 

p 

> 

M 

Ph 

'A 

M 

P 

o 

C5 

fc 

M 

£ 

o 

p 

Ph 

'A 

O 

M 

P 

Pi 

© 

Ph 

o 

pH 

Ph 


hi 

hi 

*4 

Ph 


<1 

Ph 

hi 

<4 

H 

O 

H 


•50 SuiAvog 
JJUJ jenUUU 

JO 83BJU9Oa0<J 

43 

47 

45 

39 

39 

36 

49 

35 

41.7 

42.2 

41.1 

•ifllBUUUB 

jjo Suimojj 
saqouj 

16.98 

13.84 

14.50 

8.88 

13.81 

11.96 

18.91 

11.96 

20.01 

19.81 

16.23 

Fourth 

Quarter. 

35 

Per Cent. 

2.63 

1.42 

3.07 

2.10 

4.94 

2.33 

2.72 

3.24 

3.97 

3.88 

3.46 

Third 

Quarter. 

15 

Per Cent. 

1.04 

1.02 

0.94 

1.15 

0.92 

1.98 

0.81 

2.00 

1.87 

1.77 

1.50 

Second 

Quarter. 

50 

Per Cent. 

10.44 

4.40 

3.60 

2.10 

5.67 

5.27 

6.32 

4.10 

6.80 

6.61 

5.98 

First 

Quarter. 

70 

Per Cent. 

2.87 

7.00 

6.89 

3.50 

2.29 

2.38 

9.06 

2.62 

7.37 

7.55 

5.29 


•soqoui ui 
Iiej jemmy 




U h, ^ 

<U « <u 

-2 Er "b 
u o a; 


TjH 

Os 


Third 

Quarter. 

July, 

August, 

Sept’ber. 

6.94 

6.77 

6.23 

7.661 

6.170 

13.45 

5.420 

13.30 

12.51 

11.79 

10.001 

Second 

Quarter. 

April, 

May, 

June. 

20.89 

8.80 

7.20 

4.195 

11.34 

10.545 

12.64 

8.20 

13.61 

13.22 

11.975 

First 

Quarter. 

January, 

February, 

March. 

4.10 

10.00 

9.84 

5.00 

3.275 

3.395 

12.939 

3.740 

10.53 

10.79 

7.562 


P 




JH 

H 

M 

A 

o 

H 

H 

P 

*5 


o3 


>i 

c3 


A 

.-A 

o 


Ph 


Ph 


>* 

O 


<■© 

A 

S3 


00 


Ph 


H fH 

3 S3 

§ 


§ 

03 


f 1 
03 

5 M 

M 

M 

W 

Ph 


w 












































36 


REPORT OF THE ENGINEER. 


The following means of six years of rain-fall (1859-64,) are 
compared with the mean depths of water in the Ohio river for 
the corresponding periods, as given by Mr. Shield in his report 
for 1864 : 


Years 1859 to 1864. 

First 

Quarter. 

Second 

Quarter. 

Third 

Quarter, 

Fourth 

Quarter. 

.2 

'3 

u ^ 

So 
* fco 

l-'g* 

03=2 6C 

January 

Feb’ary, 

March. 

April, 

May, 

June. 

July, 

Aug’t, 

Sept’r. 

Oct. 

Nov. 

Dec. 

35 .as 
a <*-. 

S3 

i 

<5 

's.a 

2 * 
a ° 

a a .5 
g-3 * 

2 *- o 
a> <2 
PU 

Mean rain-fall, in inches,.... 

Amount flowing off, inches,.. 

Mean depth in Ohio river, 

8.730 

11.020 

10.336 

8.560 

38.645 



6.11 

5.51 

1.55 

2.99 

16.16 

41.8 


in feet and inches,. 

28.5 

19.10 

7.10 

14.4 









The lowest year of rain-fall, with the exception of 1856, 
which is not considered, by Mr. Harper, reliable, was 1839. 
The rain-falls of the several months of this year, give 29.62 
inches for the total of the year. 

The annual fall for 1856 is given as being 22.86 inches; but 
although Mr. Harper discards this year, it is worthy of note 
that its very low and exceptional rain-fall, is corroborated by 
the observations made at some other places in the State. 

The rain-fall for that year is reported as 


At Massillon,.. 23.25 inches. 

“ Granville, Sidney county,. 24.98 “ 

“ Cleveland,. 25.63 “ 

“ College Hill, Cincinnati,.19.72 “ 

“ Germantown,. 24.15 “ 


Setting aside 1856, the years which give the lowest amounts 
for that portion of the rain-fall flowing off, are 1839, 1860, and 
1864. The first gives 13.84 inches as flowing off, (47 per cent, 
of the annual fall;) the second 11.96 inches, (36 per cent, of the 
annual fall;) the third, also, 11.96 inches, (35 per cent.) 



































REPORT OF THE ENGINEER. 


37 


I will take twelve inches as the amount which may be 
counted on as available for impounding reservoirs during the 
lowest seasons, and I do not think that for this' geological 
formation it would be safe to assume more. This is equivalent 
to a discharge of 571,000 gallons per square mile per diem. 

The quantity assumed above as requisite for the supply of 
the city, being thirty millions of gallons per diem, it will be 
necessary to collect the rain-fall from an area of fifty-two and 
a-half square miles, at the least. 

It must be remembered that to secure an equivalent of 
twelve inches of the rain-fall, in impounding reservoirs, more 
than that quantity must he collected, for such reservoirs are 
not made water-tight, and the loss by infiltration must always 
be considerable. 

In the table above given, it is worthy of note, that during 
a series of twenty years, the mean rain-fall, per quarter, is a 
trifle greater in the third and fourth quarters, than in the 
first or winter quarter, and yet the Ohio river is very low 
in the third quarter, and also low in the fourth as compared 
with the first quarter, thus proving the correctness of the 
assumption made above, regarding the small proportion of the 
rain-fall reaching the streams during that quarter. 

In the valley of the Great Miami, and in the valley of Mill- 
creek, three small streams have been indicated as possessing 
gathering grounds, at the elevation requisite for a gravitation 
supply, sufficiently extensive to warrant the construction of 


storage reservoirs. 

The drainage area of Clear creek is....39.90 square miles. 

“ “ “ 11 Gregory’s creek is.16.00 “• “ 

A total of..55.90 


Giving 4.40 square miles in excess of the 52-50 square miles 
which we have estimated to be necessary in this district of 
country to meet a demand of thirty millions of gallons per 
diem. 






38 


REPORT OF THE ENGINEER. 


This rate of supply could be more than doubled hereafter by 
taking in, as wanted, the gathering grounds of the West 
Branch of Millcreek, (28.50 square miles;) Muddy creek, on 
the Little Miami Valley, (10.25 square miles;) and Turtle 
creek; on the same valley, (27. square miles.) The water which 
could be impounded on these creeks, would, it is believed, be 
less hard than the waters of the great rivers in whose valleys 
they are situated, but the water at best would be very much 
harder than that of the Ohio river, as has been already shown. 

On the Clear creek valley, the best ground which seems to 
be available for a storage reservoir, was surveyed, to enable me 
to make an approximate estimate from that, as a standard of 
the cost of the requisite number of storage reservoirs on these 
streams. This survey is shown on map u H.” * The reservoir 
was calculated for forty feet in depth of water at its lower end, 
and has a water surface of three hundred and eighty-four and 
seven-tenths acres. 

Another smaller reservoir would be required on one of the 
branches of this stream, and a large one on Gregory’s creek. 

In the neighborhood of the city, at such convenient place as 
might be found best, a distributing reservoir would be necessary 
to receive the waters of Clear creek and Gregory’s creek from 
the conduit, and transfer them by pipe mains to the city. The 
length of conduit would be about forty-nine miles. 

I have given up the idea of any calculation of the probable 
cost of such a gravitation scheme, because, without minute 
surveys, such an estimate would be largely conjectural. The 
character of the water available from these creeks did not 
warrant my making minute surveys, though the necessary 
levellings to ascertain the tapping points on these streams, 
whence the specimens of their waters were obtained, have 
incidentally enabled me to understand the general extent of 
their gathering grounds, and their sufficiency, in that respect, 
as above stated. 


* Not printed. 





REPORT OF THE ENGINEER. 


39 


The examination of the different waters having shown that 
that of the Ohio river was the most desirable for your purpose, 
I propose now to explain the works which seem to me necessary 
to secure for some time an abundant supply of water, and to 
render it to the city, at all times, in a condition fit for use. 

It may be well to note here the present condition of the 
existing works. 

There are four pumping engines on the works now, in good 
condition for daily use. All of these are crank and fly wheel 
engines, and all of their pumps double-acting. Two of these 
engines are high pressure non-condensing engines, (combined.) 
The steam cylinder twenty-one inches diameter, and ten feet 
stroke; and pumps fourteen inches diameter, and ten feet 
stroke. 

The other two engines are condensing engines; the steam 
cylinder of each forty-five inches diameter, and eight feet 
stroke; the pumps eight inches diameter, and eight feet stroke. 

The new engine, now building, is a condensing engine, with¬ 
out crank and fly wheel, acting directly on the pump, which is 
situated immediately underneath the steam cylinder; the steam 
cylinder is of one hundred inches diameter, arid twelve feet 
stroke; the pump is forty-eight inches in diameter, and twelve 
feet stroke. This last engine, working at half the velocity of 
the others, will deliver more water than the four existing 
engines. 

The difference between extreme low water of the river and 
extreme high water, is sixty-two feet, at the works. 

The pumps of the present engines work in the water, and 
cannot be reached for examination or repair, except when the 
river is low. The pump of the new engine has been placed in 
a dry well, and its machinery will therefore be accessible for 
examination under all the variations of water in the river. 




40 


REPORT OF THE ENGINEER. 


The full waters of the reservoir stand one hundred and 
sixty-eight feet above low water of the river; the pumps, 
therefore, work against a varying head of from one hundred 
and sixty-eight to one hundred and six feet. 

The reservoir is reported to hold about five million gallons, 
or somewhat less than one day’s consumption at this date. 
The average daily consumption of water for A. D. 1864 is 
reported at 5,891,278 gallons. The running time of the pump¬ 
ing engines, for the year, furnishes the data for this estimate. 

The population of Cincinnati, this year, is estimated at 193,- 
000, and the daily consumption is, probably, below five and 
a-half million gallons. 

In Brooklyn, with a population of about 200,000, and new 
works, the daily consumption of A. D. 1864, had reached an 
average of 8,285,000 gallons. In New York and Boston, the 
consumption for a population equal to that of Cincinnati would 
exceed ten million gallons daily. 

I repeat these points of comparison only as indicative of the 
character of the water here, which at certain seasons is used 
unwillingly by the inhabitants. During the worst months in 
the season, when the river is in high flood, the water is so tur¬ 
bid as to be really unfit for use. 

As regards pumping power, when the new engine is finished, 
the city will be very amply provided for many years; the 
reserve of water, in store, will be very deficient until a new 
reservoir is built; but if the pumps are maintained in good 
order, this evil may not be felt. 

The use of large brick cisterns prevails at present in the back 
yards of all good dwelling houses. These are made large 
enough to hold three to four months’ supply, and are filled 
when the river water is low and clear, unless, as sometimes 
happens, they are replenished by rain water, which clarifies 
itself by settlement and by some fermentation. Many of these 



REPORT OF THE ENGINEER. 


41 


cisterns leak, and must make the cellars and walls of the houses 
damp and unwholesome. Under a system of supply which 
would furnish clear water, (provided that water were soft,) 
these cisterns would become superfluous, and would be gradu¬ 
ally dispensed with. The costand maintainance of such cisterns 
must form a considerable tax upon the householder now. 

We have then to consider : 

First —The means available for the purification of the Ohio 
river water when turbid. 

Second —The size and position of a sufficient storage reser¬ 
voir; and, 

Third —The character of the pumping power applicable to 
these, and incidentally its position upon the river bank. 

The purification of river water, for city uses, by filtration 
through beds of sand and gravel, has long been in use in Eng¬ 
land, and in certain parts of France and Germany. 

It is doubtful whether any rivers carrying so much sediment 
as the Ohio"and Mississippi rivers do, at certain seasons of the 
year, have been subjected to this process, but the basins or 
reservoirs of deposit, which in such case are preliminary to the 
process of filtration meet this difficulty. The greater the 
amount of sediment carried by a river, the longer must be the 
time given it to deposit the coarser portions of this sediment, 
before placing the water in the filter bed. The water can 
always be reduced in this way, to a condition which shall 
make the filtering process successful, and render it, finally, 
clear and limpid. The process is calculated to get rid of the 
mechanical impurities of the water, it cannot effect any impu¬ 
rities held there in chemical solution. 

I have arranged for three reservoirs of deposit or settling 
basins, the present capacity of each being twenty-eight, million 
United States gallons—while one basin is being drawn off, 
another is full of water undergoing deposition of its sediment, 



42 


REPORT OF THE ENGINEER. 


and a third is being filled. Two days are supposed to be occu¬ 
pied in filling, when the consumption equals fourteen million 
gallons daily; during two days the water remains still and 
deposits the larger part of its sediment, and during two days 
thereafter, it is gradually drawn off upon the filter beds. 

The capacities of these settling reservoirs can afterward be 
increased as the city consumption increases, by raising the 
embankment works five feet; each basin will then hold forty- 
eight million of gallons; and when the city consumption has 
reached thirty millions per diem, the time of settlement then, 
in still water, would be one and a-half days, except as the 
pumping power then in existence may be sufficient to fill the 
basins in less than two days, and to increase in this way the 
time available for settlement in still water. 

I am satisfied that the process of deposition of whatever is 
held in suspension will always take place more rapidly in water 
which is at rest, than in water which is in motion, however 
slowly. A certain portion of the sediment would deposit itself 
under a slow motion, as will be the case here while the basins 
are each being filled; but a state of perfect rest is, in my opin¬ 
ion, economical, both of the time requisite, and of the extent 
of basin requisite to bring the turbid water into the condition 
which fits it for the successful action of the filter beds. At 
certain seasons of the year, the filter beds would not be required. 
At such times the water would pass directly from the settling 
basin to the pump well. 

In England the time allowed for settling’ seems rarely to 
exceed one day; sometimes but one night. The waters of 
their rivers, though they may have that opaque and milky hue 
which so frequently prevails after heavy rain, cannot carry in 
suspension the amount of earthy matter which obtains, under 
such circumstances, in our "western rivers. 

The settling reservoirs are arranged for eighteen feet in 
depth of water — fifteen feet of which can be drawn off. 



REPORT OP THE ENGINEER. 


43 


The sedimentary deposit would be drawn off into the river by 
a 20-inch pipe arranged in each reservoir for that purpose. 
This deposit should not be allowed to accumulate to more than 
six inches in depth. 

The sluice chambers, by means of which the water is drawn 
off from each of the settling reservoirs, are arranged so that 
the attendant can graduate the delivery to meet the portion of 
water and the hight of water proper for the filter beds. 

The proposed arrangement, as shown on plan C, contemplates 
two filter beds. These filter beds must be placed low enough 
to command the water of the settling reservoir. They admit 
of having from two to three feet in depth,- of water, upon the 
filtering surface. The water, after passing through the filter¬ 
ing material, passes on to the well of the pumping engine, 
whence it is pumped up into the storage reservoir. 

The filter beds are composed of sand and gravel, (seven feet 
in depth,) arranged as shown in section on plan C. There are 
two of them, each 640 feet in length by 200 feet in width. The 
space of ground reserved toward the river will admit of the 
construction of a third one hereafter. 

The top of the filter bed, for three feet in depth, consists of 
the finest clean sand which the neighborhood affords. The fil¬ 
ter is kept in working condition by removing about one inch 
of the surface sand every week, or every fortnight, according 
to the state of the water thrown upon its surface. When from 
eight to ten inches in depth of this sand has been removed in 
this way, a corresponding depth of clean sand is restored, to 
be removed again gradually, as the circumstances require. The 
sand removed is washed and used over again. At long inter¬ 
vals, to be determined by experience, the whole material of the 
filter bed would have to be removed and replaced. 

In England the filter beds are found to filter at the rate of 
from 50 to 75 imperial gallons per square foot of surface area 
per diem, varying in this respect, apparently, with the. charac- 
4 



44 


REPORT OF THE ENGINEER. 


ter of the stream. I have assumed them to filter 60 U. S. gal¬ 
lons (equal to 50.14 imperial gallons) per square foot of surface. 
Their present dimensions, at this rate, give a capacity of filtra¬ 
tion of 15,000,000 gallons (U. S.) daily. 

The other filter hed will have to be added when a larger con¬ 
sumption requires it. The rate of filtration can, besides, be 
increased to 75 or 80 gallons per superficial foot by adding to the 
depth of sand upon the filter beds. But if the settling reser¬ 
voirs are made to perform their parts efficiently, the depth of 
material arranged for now, should filter the water clean at the 
rate of 75 U. S. gallons. I have been guided by the lower rate 
only as a measure of caution. 

The third filtering bed referred to, together with the increas¬ 
ed filtering capacity which can be created when needed, will 
enable the filtering apparatus to meet the estimated consump¬ 
tion up to A. D. 1890, when another series of similar works 
situated further up stream would have to be provided. 

These filter beds, their details and connections with the set¬ 
tling reservoirs, can be best understood by an examination of 
the proper plans. They should be roofed over to protect the 
shallow water lying upon them from the direct action of the 
sun. 

I desire to repeat here that the filtering bed is not necessary 
except as an economizer of time and space. With large reser¬ 
voirs of deposit, of capacity to admit of the water lying still, 
under its worst conditions, from ten to twenty days, they would 
not, probably, be necessary, nor would they under the common 
form of collecting reservoir, if of 800 to 400 acres water area. 
I have known the Ohio water to retain a milky hue after hav¬ 
ing been upward of twenty days in a cistern, but this is very 
unusual. Such large reservoirs as would be necessary to effect 
the same end, can not conveniently be obtained in the neigh¬ 
borhood of large cities, nor are they desirable if the more com¬ 
pact combination of settling basin and filtering bed has been 
found efficient; the settling basin in this last case being of 



REPORT OF THE ENGINEER. 


45 


barely sufficient dimensions to insure the amount of deposition 
which best fits the water for the action of the filters. 

To enable me to judge of the head or pressure of water ne¬ 
cessary to operate the filters, I have had two water-tight boxes 
made, (4 by 4 each and 9 feet deep.) The one was filled with 
the materials usually composing a filter bed and was prepared 
with pipes, &c., to control the head. From the other, contain¬ 
ing the river water, the flow was graduated so as to meet the 
rate in gallons per diem per superficial foot of filter surface, 
which I have elsewhere mentioned as governing the English 
practice. The head required was found to be 3f inches for the 
rate of flow upon which the proposed filter beds at Pendleton 
are predicated, and 5 inches for the maximum rate of 75 impe¬ 
rial gallons per diem, in practice in England. A greater head 
would be required as the surface of the filter became clogged 
with sediment. 

The water of the river during these experiments, although 
much discolored, carried but little palpable sediment in suspen¬ 
sion, (20th to 26th June,) and therefore the filtering qualities of 
the material contained in the box were not as severely tested as 
was desirable; the indications were, however, satisfactory in 
this respect. The materials for the filter beds will have to be 
experimented on as regards their proportional thickness and 
their gross depth, before specifying its precise character. There 
having been no application thus far in the United States of this 
mode of rendering turbid water limpid, on a large scale, I labor 
under the disadvantage of addressing those who have had no 
opportunity of personal inspection of such works, and who 
have not had time, probably, to make them their study. 

It will, therefore, not be out of place in me to say here, that, 
before determining on any such work, it will be very import¬ 
ant that one or more of your members should visit England, 
and perhaps France, both to obtain that confidence in their 
successful operations which a personal inspection would give, 
and to take advantage of the latest improvements in a process 



46 


REPORT OF THE ENGINEER. 


of which in England they have now had a very lengthened ex¬ 
perience; and while there it would be most important to submit 
any plans you may be disposed to adopt, to the judgment of 
some English or French engineer of experience in the construc¬ 
tion of filter beds, that any omission or defect in your plans 
may be corrected or modified. No engineer in the United 
States, that I am aware of, has had an opportunity of acquiring 
that practical acquaintance with this special branch of hydrau¬ 
lics which the construction of such works only can give; and 
while I believe that I understand the principles that govern 
them, it is hardly possible but that I should overlook some of 
the details on which their successful working may very much 
depend. 

The water having been drawn from the river and purified, 
must next be accumulated in a storage reservoir of sufficient 
capacity to render the city safe under any unusual interruption 
of its supply power, as well as to admit of all necessary repairs, 
whether of engines, settling basins or filters, being made safely 
and carefully, and not hurriedly or inefficiently. 

The storage reservoir, arranged as shown on plans B and G-, 
has a capacity of 152,120,000 U. S. gallons. The capacity of 
the first New York reservoir is 150,000,000 gallons; the Brook¬ 
lyn reservoir 160,000,000. This will furnish ten days’ reserve 
of water when the daily consumption "equals 15,000,000, and 
five days’ reserve when it has reached 30,000,000. 

This storage reservoir is located upon a small branch of 
Crawfish creek, and is situated about 3J miles northeast of the 
existing reservoir outside of the city limits, and nearly opposite 
to the village of Pendleton. Between this point and the pre¬ 
sent works we have not been able to find any ground upon 
which a reservoir of sufficient size could be constructed. Equally 
good or better ground can probably be had higher up stream, 
or up the valley of Crawfish creek; but the present location is 
preferred at present as the one most convenient now to the 
heart of the city. The construction of a storage reservoir in 



REPORT OF THE ENGINEER. 


47 


this little valley will involve some heavy excavations and em¬ 
bankments, hut the situation is a very safe one, and in connec¬ 
tion with the other works will be very convenient. To econo¬ 
mize the work of its construction, it is arranged for 25 feet, in 
depth, of water. The bottom will be. situated 179 feet above 
low water, which will make its highest water 204 feet above 
low water. Its ordinary mean hight may be taken at 200, 
which, if 16 feet be allowed for the head lost by friction in the 
pipe main to be laid from the new reservoir to the existing pipe 
main at the old one, would give 11 feet of greater pressure upon 
the city during the day-time than prevails now. The high wa¬ 
ter of the existing reservoir stands 172 feet above low water of 
the Ohio river; the discharging mouths of the existing force 
mains from the engine house are 174 feet above the same low 
water. 

The reservoir proposed is calculated to be puddled on the 
bottom as well as on the sides, as shown on plan Gr, and the 
drainage water of the neighboring slopes is carried away from 
it by pipes into the creek below. 

The influent chamber of this reservoir, where the water is 
received from the pumps below, is arranged for three 42-inch 
force mains. The effluent chamber, where the water is deliv¬ 
ered to the city, is also arranged for three 42-inch mains. 

A division wall separates a portion of the reservoir from the 
rest, to admit of either portion being cleaned, examined or re¬ 
paired. It would have been better to have had the two divis¬ 
ions of about equal capacities, but this advantage could not be 
attained in this case without much loss of water space, where 
that space is very costly. The present arrangement, under or¬ 
dinarily careful management, will substantially answer the same 
purpose. The "water is delivered into the further tongue of the 
reservoir—that the circulation may be as complete as possible, 
and that dead water upon any part of it may be avoided—it is, 
on the contrary, drawn off from the side nearest to the city. 
A waste pipe at the lower end of the reservoir will permit the 



48 


REPORT OF THE ENGINEER. 


low water to be drawn off into Crawfish creek when the reser¬ 
voir is undergoing repairs or examination. The irregular shape 
of the reservoir is due to the shape of the ground to which we 
have sought to accommodate it as far as practicable. To have 
given it a more regular shape would have much increased the 
cost of construction. 

I forbear going much into details and dimensions of parts, as 
these are given on the respective plans, and this report is al¬ 
ready becoming lengthy. 

An examination of plan B will show that the settling basins 
and filter beds are not in immediate proximity to the storage 
reservoir just described. 

It was my desire, by having them all situated, if possible, to¬ 
gether, to simplify the pumping apparatus, so far as attendance 
is concerned; but the ground does not admit of this being done 
conveniently, within a reasonable cost. 

As the scheme is now arranged, the settling reservoirs and 
the filter beds are placed on the river bottom. The pumping 
engines for delivering the water into the settling basins are 
placed on the river bank conveniently to the three settling ba¬ 
sins, while separate pumping engines placed near the filter beds 
deliver the clear water, after it has been rendered limpid, into 
the storage reservoir aforesaid, which is placed high enough to 
command that part of the city now supplied with water. This 
arrangement, which has been forced upon us, is, by the nature 
of the ground, more perfect than would have been the simpler 
one of carrying the turbid water of the river at once to a hight 
somewhat above the level of the storage reservoir. All the 
sediment in that case would have been lifted 200 feet above low 
water; whereas, it is now lifted but 64 feet above low water. 
In the other case it would have been returned to the river from 
that great hight by flushing, or accumulated at some expense 
in the valley of Crawfish creek. At present its near proximity 
to the river, both as regards hight and distance, will render its 




REPORT OF THE ENGINEER. 


49 


removal comparatively cheap and easy. I am not able to state 
the weight of sediment which would thus have had to be raised 
yearly a superfluous bight of 130 feet, but it would evidently 
have been considerable. 

The pumping engines of the upper lift, raising only clear wa¬ 
ter under a fixed head, will evidently admit of being kept in 
order at less expense for the same work than the pumping en¬ 
gines on the river bank lifting the turbid water there under a 
variable head. 

The action of the sediment held in suspension by the river 
water upon valves and boilers, must be unfavorable. It be¬ 
comes then desirable in the interest of the machinery, simply 
to confine the river pumping to the shortest lift possible. The 
arrangement, as a whole, is more complete now than it would 
have been with one lift, and more pertinent to the precise re¬ 
quirements of the case. 

The settling basins and filter beds, when both are in action, 
will involve an addition to the prevailing lift of about 16 feet. 
When the filter beds are not in action the loss will be 15J feet, 
and if the water from the river should be entirely clear for a suf¬ 
ficient portion of the year to warrant the arrangement, this last 
item of fifteen feet can be saved. It is questionable, however, 
whether a certain amount of settling will not be always 
desirable. 

The extent of ground occupied by the settling reservoir and 
filter beds, &c., is 45 acres. The extent of ground required for 
the storage reservoir is 39 acres. 

A reference to plan B will render the entire movement of the 
water easily understood: From the river pumps it is delivered 
into' the settling basins; ultimately, from one of the settling 
basins it passes by a conduit upon the filter beds; from the fil¬ 
ter beds it escapes into the clear water basin, and from this 
small basin as a pump-well it is forced up by the clear water 
pumps into the storage reservoir. From the storage reservoir, 
pipes of 3J feet in diameter convey it to the city. 




50 


REPORT OF THE ENGINEER. 


The character of the pumping engines and of the wells in 
which they are situated, will be best understood by an exami¬ 
nation of the plans. 

The plans which show the masonry simply, of the under¬ 
ground work, will first be adverted to. 

The foundation pits for the river engine, shown on plan E, 
are arranged for three pumping engines. The great difference 
between extreme low water of the Ohio river and extreme high 
water, (sixty-two feet,) leads to correspondingly massive and 
expensive masonry. The pits are prepared for a dry well and 
a wet well. In the dry well all the machinery of the pumps is 
placed, and made accessible for repair or correction during any 
stage of the river. In the wet well the water is received by 
three pipes from the river; these pipes are provided with sluices 
where they enter this well, by which the water of the river can 
be shut off, and the water having been drawn off from the well 
by a small pump, the sediment accumulating on the bottom can 
be from time to time removed. Two screens are placed in ad¬ 
vance of the suction pipes of each pump, to prevent fish or 
pieces of floating wood from reaching the pumps. Above the 
sluice-gates of the river pipes, and upon the river walls, sluice¬ 
gates are arranged to draw directly from the stream at high- 
water if need be, as well as to admit of deposits within the well 
being withdrawn more easily than if carried to the full hight 
of the engine house floor. The intervening walls in the dry 
well, carried up to support the machinery, are made to connect 
by arches with the main division wall of the pit, to give strength 
to that wall, and so of the intervening walls of the wet well 
upon which the copper screens rest and slide. The surface of 
the coping of these pits, which becomes the water-table of the 
engine house walls, is situated 64 feet above low water of the 
river. 

In regard to the pumping engines, both for the river lift and 
for the upper lift, I have been aided by Mr. W. E. Worthen, 
Mechanical Engineer, of Hew York city. The diagrams ac- 



REPORT OF THE ENGINEER. 


51 


companying the report, together with the estimates of their 
probable cost, have been prepared by him. 

It may be well for me to say here, that, although our judg¬ 
ment leads us to present these forms of pumping engines as 
very suitable to the condition of things here, there are other 
forms, such as the Cornish engine, the Brooklyn engine, the 
Worthington engine, and others which would perform the same 
duties successfully. Engineers will differ on these points, and 
the work required can be efficiently performed with one char¬ 
acter of engine about as well as another; provided no glaring 
defects in principle are permitted, and that the workmanship is 
thorough and the material massive and good. 

For pumping the water of the Ohio river when the river is 
high and its water dark with the amount of sediment carried 
in suspension, we believe the Cornish form of plunger pump 
to be more simple in its action and more easily kept in good 
order than any other. In the Cornish engine proper, the 
weight of this plunger must bear a certain relation to the work 
required. With a varying head, therefore, such as obtains upon 
the Ohio river, the plunger must be arranged to carry a vary¬ 
ing w T eight. The pressure of steam used in the steam cylinder 
must also vary. The Cornish engines require two corrections, 
therefore, for the varying head which from time to time occurs 
in the river by reason of the frequent changes in the liight of 
its water. The one at the steam end is easily made; the one 
at the plunger end involves the trouble of moving weights. 

In the diagram of the accompanying engine,* while retain¬ 
ing the simple form of the plunger pump, Mr. Worthen gets 
rid of the necessity of varying weights by using two plungers, 
as shown in the diagram. The variation for rise in the river 
will, under this arrangement, be confined to the pressure of 
steam within the steam cylinder. The plunger poles are in this 
case acting like ordinary pistons upon the water by the direct 
force of the steam, and not indirectly by weight, as in the case 


*See plan D. 




52 


REPORT OF THE ENGINEER. 


of the Cornish engine. A fly-wheel and crank are added to 
increase the efficiency of the engine as regards economy of fuel 
and safety. 

This form of engine is in use now upon the new London 
sewerage works, where it has been applied to meet the same 
difficulty of a varying head, to which pumping engines placed 
upon any of the western rivers are subjected. The engine is 
made competent to deliver at the rate of 15,000,000 U. S. gal¬ 
lons in 24 hours. The extreme lift would be 62 feet; the mean 
lift, probably, about 40 feet. The pits are arranged for three 
engines, and so of the engine house. Two of these would be 
required in the beginning, although one engine, up to 1874, 
would, probably, be competent to meet the daily consumption, 
working through the 24 hours; but a reserve engine must al¬ 
ways be on hand to place the supply beyond the risk of ordi¬ 
nary contingencies. Beyond 1874, a third engine would become 
necessary for the same purpose. 

The form and size of the corresponding engine house is 
shown on the plan. The walls of this house rest on the walls 
of the well pits already referred to. The dimensions inside 
would be 60 feet by 54 feet. The boiler house is 60 by 52 feet. 
For the present a portion of the boiler house would be used as 
a coal shed. 

The position of the engine house upon the river bank is, to 
some extent, indeterminate, and may vary within the limits of 
the ground occupied by the settling reservoirs according as a 
thorough examination of the river channel, hereafter, may pre¬ 
scribe. 

The length of the supply pipe from the channel to the wet 
well of the engine, may vary, for the same reason, from the 
length estimated. Three of these pipes are believed to be suf¬ 
ficient, of four feet in diameter, each. 

The position of the engine house, as now defined on the plan, 
places it opposite to the upper part of the village of Pendle- 



REPORT OP THE ENGINEER. 


53 


ton, and over three miles above the position of the existing 
engine house. This situation places it about 2,000 feet above 
the present eastern Corporation line. The topography of the 
ground has determined the position of the reservoirs, and these 
again have determined, approximately, the position of the river 
engine house, which, other things being equal, can not be too 
near to its work. 

As now located, the length of the force mains from the en¬ 
gine pit to the influent chamber of the settling reservoir will 
be but 140 feet. The length of the force main from the other 
engine house will be 900 feet. The engines in this house will 
draw their water from a portion of the river entirely beyond 
the influence of any contamination from the drainage of the 
city. 

The foundation pits for the clear water engines are shown on 
plan F. They will have a depth below the 64 foot line of 32 
feet, and are intended to be dry and at all times accessible like 
the other pits. The well or small pond from which these en¬ 
gines would derive their supply is placed immediately outside 
of the engine house. 

The clear water engines have an unvarying lift of 160 feet; 
the water, too, having been deprived of its sediment, ceases to 
be so damaging to the valves and pumping pistons. 

The engine for this high service, as will be seen by the dia¬ 
gram, is upon the same general plan as the low service engines. 
This engine is calculated to deliver at the rate of 15 million 
U. S. gallons in 24 hours into the storage reservoir. 

Two engines would be required at the start, the third being 
built as soon as possible after the consumption per day had 
reached 15 million gallons. 

The engine house of these engines is also shown on plan F; 
the interior dimensions would be 60 feet by 56 feet ; the boiler 
house 90 by 52 feet. 



54 


REPORT OF THE ENGINEER. 


The following is Mr. Worthen’s description of the proposed 
pumping engines: 

“ The low service engine is intended to pump the water from 
the river into the subsiding reservoir. The great depth of the 
dry well or pit, necessary on account of the extreme variation 
of level in the water in the river, affords an opportunity of 
placing the working beam beneath the steam cylinder, and be¬ 
tween it and the pumps, making a very simple form of this 
class of engine, and giving a chance for a very long stroke (12 
feet.) The steam cylinder to be 34 inches interior diameter, 
with a steam jacket, and well clothed; the valves to be of the 
poppet form, on lifting rods, and raised by a rock shaft in con¬ 
nection with the crank shaft, with an adjustable cut off adapted 
to the varying lift of the water.” 

“ The cylinder and steam and exhaust pipes to be the only 
portions of the machine above the level of the engine house 
floor; the piston rod to extend down through the bottom of 
the cylinder and to connect directly with the plunger of the 
pump beneath; connections to be made from the top of the 
plunger to a double working beam above ; to the opposite end 
of this working beam another pump plunger is attached work¬ 
ing into another pump, both pumps are of the same capacity 
and are placed on the same level. 

The water is introduced into the pumps from a main from 
the river well, extending lengthways of the pit and on one side 
of it; the water is delivered into a main, parallel with the in¬ 
duction main and above it, on the opposite side of the pit; the 
valves are the common double-beat, balance valves, of large 
diameter and small lift, situated between the pumps, with dis¬ 
tinct bonnets, and easily accessible. 

“ The plungers are weighted to the load of the extreme lift. 
To equalize the work, define the stroke, give positive motion 
to valves, and to relieve the attendance, a fly wheel is connected 



REPORT OF THE ENGINEER. 


55 


with the outer extremity of the working beam ; the fly wheel 
to be 20 feet in diameter.” 

“ On the opposite side of the working beam, and midway 
between the center and extremity, are the connections of the 
air pump; the air pump to be inverted and double acting, 
placed above the working beam, to connect with a condenser 
beneath the steam cylinder ; the iujection water to be taken 
from the rising main or subsiding reservoir, and the surplus 
above the boiler feed to be discharged into the reservoir or 
river; the load on both sides of the beam to be nicely 
balanced.” 

“ The high service engine to be adapted to the raising of the 
water from the filter beds or subsiding reservoirs to the receiv¬ 
ing reservoir.” 

“ The steam cylinder to be 60 inches diameter, with a steam 
jacket, and well clothed.” 

“ The working beam to be above the engine house floor, 
framed of similar pattern to the Brooklyn engine.” 

“ The piston rod to extend up through the top of the cylin¬ 
der to connect with the working beam, and down through the 
bottom of the cylinder to connect with the pump plunger.” 

“ The pumps, plungers and working beam to be of the same 
form and dimensions as those of the low service engine, except 
that the metal is made thicker to resist the greater strain co-in¬ 
cident to the high service, and the load on the pump plunger 
is adjusted to the lift. The air pump and condenser to be also 
of similar form to those of the low service, but of greater ca¬ 
pacity, and the fly wheel of greater weight; the injection to be 
from the filtered water.” 

“ The boilers for the supply of both engines to be of the drop- 
flue form, 25 to 30 feet long and 6 feet in diameter, and to carry 
a working pressure of 50 to 60 pounds, to be placed in line, 



56 


REPORT OF THE ENGINEER. 


parallel to that of the engines on the right of the engine house 
and with their fronts in such a position that the fireman may 
be within view of the engineer whilst at his station near the 
hand wheels of the engine.” 

The storage reservoir would be connected in the first instance 
with the mains of the existing reservoir by a pipe of 42 inches 
diameter. At a velocity of two feet per second, this pipe, if 
protected from rust, would deliver 12,436,556 U. S. gallons in 
24 hours. 

The effluent chamber of the reservoir is arranged to admit of 
a second and third pipe main of the same size, as the increased 
consumption of the city shall require further accommodation ; 
upon this main a branch would be laid and capped for the 
present to provide for a connection hereafter with a small pump¬ 
ing engine, pumping into an auxiliary reservoir situated upon 
Walnut Hills, located so as to supply that higher portion of the 
city when the population upon that high ground shall have 
become sufficiently numerous to warrant the expense. 

The high, rolling plains of Walnut Hills and Mount Au¬ 
burn, &c., stand from 400 to 450 feet above low water of the 
Ohio river. 

The proposed works at Pendleton will not effectually com¬ 
mand a plane situated more than 170 feet above low water 
of the Ohio river. The population above this plane and upon 
the high ground referred to, of Walnut Hills, is at present 
much scattered and in the aggregate of small amount. 

I see no sufficient concentration of population there to war¬ 
rant the construction of permanent works now, for supplying 
the high ground with water. 

It will be better to wait until that population is sufficiently 
increased, and until the construction of better roads or rail¬ 
roads shall show where it is likely to concentrate. I have, 
therefore, made no surveys on these hills with the view of de- 



REPORT OF THE ENGINEER. 


57 


fining the position of a secondary reservoir and estimating its 
cost. An allowance, however, has been made for such a con¬ 
tingency in the estimates, and for an auxiliary pumping ser¬ 
vice, founded on the cost of a similar work at Brooklyn. 

This auxiliary engine would have to raise the water from 
210 to 250 feet to meet the requirements of this high service, 
but its pumping capacity need not, in the first instance, exceed 
a rate of two million gallons in 24 hours, delivering into a 
small reservoir of ten times this capacity, which would give a 
sufficient margin for repairs to the machine. 

A much smaller engine and smaller reservoir than I have 
estimated for, may, possibly, meet more suitably the first re¬ 
quirements of the inhabitants of this part of the city, or a tem¬ 
porary engine working with a stand pipe and without a reser¬ 
voir, may sufficiently meet the wants of such portion of the 
residents there, as may be willing to combine for this purpose. 
The city could furnish the water at a low rate, but would not, 
probably, be willing to meet the cost of raising and distributing 
it until there appears some better prospect than now of remu¬ 
neration for the outlay. 

Approximate estimates are appended, of the river works de¬ 
scribed in this report. In the present state of prices it would 
be impossible to make a close estimate. I have endeavored to 
affix prices which will be likely to be in excess- of the actual 
cost, on the supposition that the price of both labor and ma¬ 
terials will continue to fall until they approach the rates which 
prevailed before the war. 



58 


REPORT OF THE ENGINEER. 


The following are the aggregates of the different pieces of 
work estimated: 


No. 1. 
“ 2. 
“ 3. 
“ 4. 

“ 5. 

“ 6. 

“ 7. 


« 9. 

« 10 . 


Three settling reservoirs... 

The two filter beds. 

The storage reservoir.. 

The foundations and house for three river pumping 

engines.. 

The foundation pits and house for three high service 

engines. 

The pumping engines, two low service and two high 

service. 

The rising main connecting the engines with the reser¬ 
voirs, and the river induction pipes. 

The forty-two inch pipe main connecting the proposed 
storage reservoir with the main of the existing reser¬ 
voir. 

Lands and damages, fencing and passage ways. 

Auxiliary pumping engine and reservoir for Walnut Hills 


$381,436 02 
514,220 50 
635,386 50 

194,823 80 

77,285 75 

402,500 00 

119,979 50 


457,355 00 
105,225 00 
150,000 00 


Total, 


3,038,214 07 


The interest on this amount at seven per cent is $212,675. 


The cost of the works to the city, per thousand gallons, for 
instance, would vary with the rate of consumption. 

Under a daily consumption of ten million gallons the cost 
per thousand gallons would be 5 8-10 cents, while under a 
daily consumption of twenty million gallons, it would be 2 9-10 
cents. 


Add to these the cost of management and maintainanee, to 
obtain the actual cost to the consumer. 


The interest on the cost of the subsiding and filtering reser- 

o o 

voirs, at seven per cent 


Amounts to.'.. $62,696 00 

And to this the annaal cost of attendance and repairs, say. 5,000 00 


$67,696 00 

This would give for the cost of the subsiding and filtering 
process nearly 2 cents (1.85) per thousand gallons, under a 
daily consumption of ten million gallons, and nearly one cent 























REP ^RT OF THE ENGINEER. 


59 


(0.93) per thousand gallons, under a daily consumption of 
twenty millions. 

The average cost of the filtering process in England agrees 
with the last mentioned rate. 

I am much indebted to Col. A. W. Gilbert and to Mr. R. B. 
Moore for information and aid, in various ways facilitating 
my labors. The trustees and officers of the existing water 
works have also been most courteous in answering any 
inquiries. 

I have also to thank Mr. J. J. R. Croes, Principal Assistant 
Engineer, in this connection, for his valuable aid on the sur¬ 
veys and details, and Mr. C. D. Ward and Mr. P. K. O’Donnell 
for tfieir very diligent assistance on the same duties. 

The conclusions which my examinations have brought me to, 
although sufficiently expressed in the report, may here be con¬ 
veniently summed up as follows: 

First.— That an ample supply of water can be obtained from 
the small streams in the back country without resorting to 
either of the Miami rivers. 

* 

Second.— That the Ohio river waiter is better water for do¬ 
mestic and manufacturing purposes than that of any of the 
streams referred to, and therefore preferable for the supply of 
your city. 

Third. —That the Ohio river water can be and should be de¬ 
livered to the citizens clear and colorless, and that this can be 
accomplished at an expense, small compared with the advanta¬ 
ges to be gained thereby. 

Fourth.— That the position of any new works should be de¬ 
termined at some point up stream, entirely beyond the influence 

of the city drainage. 

5 



60 


REPORT OF THE ENGINEER. 


The following maps and plans accompany this report : 

A. Map showing the gathering grounds. 

B. General plan of proposed works at Pendleton. 

C. Sections of settling reservoirs and filter beds. 

D. Diagrams of engines. 

E. River, or low service engine house and pump well. 

E. High service engine house and pump well. 

G. Sections of storage reservoir. 

H. Map of Clear creek impounding reservoir. (Hot pub¬ 
lished.) 

Respectful^ submitted* 

JAMES P. EIRE WOOD, 

Civil Engineer. 

Cincinnati, July 3* 1865. 



APPENDIX 


ICO THE 


REPORT OF THE ENGINEER 


TABLES. 

No. 1 . Approximate Estimate of Cost of Works Proposed. 

No. 2. Table of Rain-fall from 1835 to 1864. 

No. 3. Analysis of Eleven Specimens of Water, by Dr. E. S. Wayne. 
No. 4. Analysis of Various Waters, by Professor Locke. 

No. 5. Relation of Cubic Eoot and U. S. Gallon. 





NO. 1. 


APPROXIMATE ESTIMTAE 


Of the Cost of the Proposed Works , near Pendleton , for the Supply of the City 

of Cincinnati vnth Water. 


I-SETTLING EESERVOIRS.—(Three in Number.) 


Quant. 


Prices. 

Cost. 

26 

Acres, grubbing and clearing,..... 

$56 00 

$1,300 00 

132,000 

Cubic yards embankment, laid in six inch 




layers and rolled,... 

30 

39,600 00 

93.000 

Cubic yards puddle, prepared from gravelly 




earth and clay, worked in courses,. 

70 

65,100 00 

30,000 

Cubic yards excavation put in spoil bank,. 

25 

7,500 00 

8,570 

Cubic yards dry slope wall of sandstone, 




sixteen inches thick,.... 

4 00 

34,280 00 

4,285 

Cubic yards slope wall, backing of broken 




stone or egg-sized gravel, eight inches 




thick,.... 

2 50 

10,712 50 

13,855 

Cubic yards concrete on bottom, six inches 




thick.... 

8 00 

110,840 00 

2,361 

Cubic yards masonry in gate houses and 




culverts,. 

11 00 

25,971 00' 


Extra for cutting of coping, and around 




sluice gates and pipes, etc.,.. 


3,000 00 


Copper wire screens,... 


1,080 00 

18 

Sluice gates and gearing,... 


9,000 00 

500 

Lineal feet forty-eight inch pipe, connecting 




influent chamber with reservoirs,. 

25 00 

12,500 00 

1,000 

Lineal feet twenty inch waste pipe,. 

8 00 

8,000 00 

600 

Cubic yards riprap protection of exposed 




points on outer slopes,. 

3 00 

1,800 00 


Soiling and seeding of slopes,. 


1,000 00 


Add fifteen per cent, for contingencies and 




OTTiissions 7 . .. 


49,752 52 


Total Cost, . 


$381,436 02 







































04 


APPENDIX. 


APPROXIMATE ESTIMATE OF COST.— Continued. 


II.—FILTER BEDS.—(Two in Number.) 


Quant. 


Prices. 

Cost. 

19 

Acres grubbing and clearing,. 

$50 00 

$950 00 

43,000 

Cubic yards embankment, laid in six inch 




layers and rolled,...... 

30 

12,900 00 

14,000 

Cubic yards puddling, prepared from gravelly 




earth and clay, worked in courses,. 

70 

9,800 00 

82,000 

Cubic yards excavation put in spoil bank,. 

25 

20,506 00 

8,020 

Cubic yards masonry, in walls and chambers, 

11 00 

88,2.20 00 


Extra for cutting on sluices and coping,. 


2,500 00 

19,000 

Cubic yards concrete in bottom,. 

8 00 

152,000 00 

66,400 

Cubic yards sand and gravel, screened and 




washed, for filtering material,. 

70 

46,480 00 


Roofing of filter beds,. 


110,000 00 

4 

Metal sluice gates and gearing,. 


1,400 00 

4 

Wooden sluices,. 


600 00 


Soiling and seeding slopes,. 


1,800 00 


Add fifteen per cent, for contingencies and 




omissions,. 


67,072 50 


Total Cost,. 


$514,222 50 

































APPENDIX. 


65 


APPROXIMATE ESTIMATE OF COST.— Continued. 


Ill,—STORAGE RESERVOIR. 


Quant. 


Prices. 

Cost. 

30 

Acres grubbing and clearing,. 

$50 00 

$1,500 00 

63,000 

Cubic yards embankment, laid in six inch 




layers and rolled,..... 

35 

22,050 00 

195,000 

Cubic yards filling in bottom, rolled,. 

30 

58,500 00 

104,000 

Cubic yards puddling, prepared from gravelly 




earth and clay, and worked in courses,... 

70 

72,800 00 

10,550 

Cubic yards clean gravel on bottom,. 

60 

6,330 00 

750 

Cubic yards tunnel excavation,. 

5 00 

3,750 00 

120,000 

Cubic yards rock excavation put in spoil 




bank,. 

1 50 

180,000 00 

104,000 

Cubic yards earth excavation put in spoil 




bank,. 

25 

26,000 00 

17,885 

Cubic yards dry slope wall of sandstone, 




sixteen inches thick,. 

5 00 

89,425 00 

8,942 

Cubic yards slope wall backing of broken 




stone, or egg-sized gravel, eight inches 




thick,. 

2 50 

22,355 00 

2,700 

Cubic yards masonry, in gate houses and 




culvert,. 

11 00 

29,700 00 


Extra for cutting around sluices, and pipes 




and coping,. 


3,500 00 

1,900 

Cubic yards masonry in division wall,. 

8 00 

15,200 00 

9 

Metal gates and gearing,. 


4,500 00 


One forty-eight inch stop cock, and one 



twenty inch double stop cock, . 


1,600 00 


flnpppp witr screens,. 


1 000 00 

600 

Lineal feet twenty inch waste pipe,... 

9 00 

5,400 00 

1,800 

Lineal feet twenty inch pipe for drainage of 




streams,.. 

9 00 

16,200 00 


Soiling and seeding slopes,..... 


2,700 00 


Add fifteen per cent, for contingencies and 



omissions,.....*.... 


82 876 50 


Total Cost, . 


$635,386 50 








































66 


APPENDIX 


APPROXIMATE ESTIMATE OF COST.— Continued. 


IV-FOUNDATIONS, PITS, AND HOUSE-Por River or Low Service 
Engine, including Space for Three Engines. 


Quant. 

8,776 

140 

110 

7 

3 

6 


Cubic yards coursed rubble masonry, with 
concrete where necessary in foundations, 

Cubic yards invert sheeting,. 

Cubic yards coping,.. 

Extra for cutting around sluice gates, screen, 

grooves, and pipes,. 

Metal sluices, with rods and gearing,. 

Forty-two inch stop cocks,. 

Earth work, pumping, and cotfer dam of 

foundations,.. 

Pieces forty-two inch pipe, in walls of wet 

chamber,. 

Engine house superstructure,. 

Add fifteen per cent, for contingencies and 
omissions,... 

Total Cost,. 


Prices. 

Cost. 

$12 00 

$105,312 00 

35 00 

4,900 00 

30 00 

3,300 00 


6,500 00 


5,500 00 


1,200 00 


20,000 00 


3,700 00 


19,000 00 


25,411 80 


$194,823 80 































APPENDIX. 


67 


APPROXIMATE ESTIMATE OF COST.— Continued. 


V.-FOUNDATIONS, PITS, AND HOUSE-Por High Service Engine, of 

Size for Three Engines. 


Quant. 


Prices. 

Cost. 

2,688 

Cubic yards coursed rubble masonry, upon 




concrete foundations,. 

$10 00 

$26,880 00 

65 

Cubic yards invert sheeting,. 

35 00 

2,275 00 

35 

Cubic yards coping,. 

30 00 

1,050 00 

3 

stop cocks,. 


1,200 00 

3 

Pieces of forty-two inch pipe laid in well,. 


1,800 00 


Excavation and pumping in foundations,. 


6,000 00 


Engine house superstructure,... 


28,000 00 


Add fifteen per cent, for contingencies and 




omissions,... 


10,080 75 


Total Cost,.. 


$77,285 75 


YL—PUMPING- ENGINES. 


Quant. 


Prices. 

Cost. 


Pumping engines for the river or low service, 



2 

at... 

$75,000 

$150,000 00 


Pumping Engines for the high service, at. 

100,000 

200'000 00 

2 

Add fifteen per cent, for contingencies and 




omissions^..... 


52,500 00 


Total Cost,..... 


$402,500 00 


The prices above mentioned are given by Mr. Worthen, after consultation with 
the Superintendent of the Hartford Machine Works. 













































68 


APPENDIX. 


APPROXIMATE ESTIMATE —Continued. 


VII-rORCE MAINS. 


Quant. 


654 

2,080 

2 


The well supply pipes, also the rising mains 
connecting the river engines with the set¬ 
tling reservoirs, 140 feet in length each; 
and those connecting the high service 
engines with the storage reservoir, 900 
feet in length each, viz: 

280 feet 42 inch main from river engines; 
1,800 u u “ from H. S. engines; 
2,080 “ of pipe castings, at li inches thick, 
equal to 

Tons pipe castings....... 

Lineal feet laying, including hauling. 

Check valves and masonry for same. 

Check masonry on steep hank. 

River supply pipe, from river engines to 
channel, viz: 

Two 48 inch wrought iron pipes, 450 feet in 

length each. 

Laying and securing same. 

Add 15 per cent, for contingencies and omis¬ 
sions ...... 


Prices. 


Cost. 


$65 00 
4 00 


$42,510 00 
8,320 00 
4,000 00 
2,500 00 


37,000 00 

10,000 00 

15,649 50 


Total Cost 


$119,979 50 
































APPENDIX. 


69 


APPEOXIMATE ESTIMATE —Continued. 


VIII-SUPPLY MAIN. 


Quant. 


4,900 

17,600 


Prices. 


Cost. 


17,600 feet forty-two inch pipe main, to con¬ 
nect the storage reservoir with the exist¬ 
ing city pipe mains; thickness 1| inches. 

Tons pipe castings at... 

Feet of laying, including hauling. 

Extra grading and masonry at certain points, 

say........ 

Two stop-cocks and vaults. 

Six air-cocks and boxes. 

Two blow-otfs and masonry. 

Add 15 per cent, for contingencies and omis¬ 
sions... 

Total Cost. 


$65 

00 

$318,500 

00 

3 

50 

61,600 

00 



15,000 

00 



1,400 

00 



200 

00 



1,000 

00 



59,655 

00 



$457,355 

00 






























70 


APPENDIX 


APPROXIMATE ESTIMATE —Continued. 


IX—LANDS AND DAMAGES, FENCING AND PASSAGE-WAY TO 
STORAGE RESERVOIR. 


Land damages, (84 acres,) including some houses and lots, say. $80,000 00 

Fencing and gates.. 5,500 00 

Passage ways.. 6,000 00 

Add 15 per cent, for contingencies and omissions. 13, 1 2 5 00 


Total Cost.$105,225 00 


X—AUXILIARY PUMPING ENGINE AND RESERVOIR, 

For accommodation of population on Walnut Hills, Mt. Auburn, 

&c., connected with the 42-inch main; rising main to be 20 

inches diameter—allow for this... $150,000 00 











APPENDIX. 


71 


APPROXIMATE ESTIMATE OF COST —Concluded. 


GENERAL SUMMARY. 

. I. Three settling reservoirs... $381,436 02 

II. Two filter beds. 514,222 50 

III. Storage reservoir. 635,386 50 

IV. Low service engine, foundations and houses. 194,823 80 

V. High service engine, foundations and houses. 77,285 75 

VI. Two low service and two high service engines... 402,500 00 

VII. Force mains....... 119,979 50 

VIII. Supply main to city. 457,355 00 

IX. Land damages and fencing.... 105,225 00 

X. Auxiliary pumping engine and reservoir. 150,000 00 


Aggregate estimated cost, 


$3,038,214 07 
















TABLE 3STO- 2. 

Showing the Amount of Rainfall at Cincinnati from 1835 to 1864 , as observed at the Woodward College, situated about five hundred 

and sixty feet above the Sea. 


72 


APPENDIX. 


Annu’l 

Inches. 

H CO t- ^ CO CO O (N H CO iO tH CD. OS rH CO rH CD O GO GO CD iO 00 tH Xr- # O. iD 

c4 t- <M* Ob o X.—* rH rH rH CO CD CO* id cd CM* rH* CM* rH* O* O CM* rH* GO* CM CO* OJ GO O* rH* 
iOiOrHCOCO^^^iOrHrHiOCDrHiOiOCOiOrH iOrH(MCOrHrHCO"rHCOrHCO 

Dec. 

Inches. 

iO »o 

OOiOKCClOCD^OOOiOiOOtClCU-QCOGCXOOClHrtUiJQHO^ 
(M CO O GO 1- Cl iq O O H CD (M rH rH CO CM CO GO. Xr- CO CM H GO ^ D-GO O O GO O 

CO rH id O* rH CO id <M* CO rH* O* OS 00 OS id CD CO OS O CO CO CM CO* CD CO* tH rH CO* CO CM 

• 

> 

o 

Inches. 

iO xr- 

CDrHCMCMOOcMCDCDOOOOCDiOOCMrHiQX'-OCD<MaOCDXH’CDCOrHb-iOO 
D^iCHCUCOb-C^HCDC^ OS CD rH O <M iO CO CD CM O CO iO rH iO CD OS O rH 

cd* rH* <m* co cm <m rH co* rH* co* rH rH* co* cm* cm’ cm* co’ rH* co* co* id cm id cm* rH CO CO* CO* CM* CO* 

Oct. 

Inches. 

iO iO ^ 

iOHDlOCO^0O0(MCODN^DOOlOGOHH^C}01r-I-l-OiOC^ 
CO X:~ rH iO rH X- rH OHCCOHiO CD GO O CD O CO b; <D O CM CM 00. GO OS 

rH* CO rH* CO* O* rH* CM* rH* rH* rH* CM* CM* cd 00* CO* rH* CM* CM* CO* CO* rH* rH* rH* rH rH rH CO* O* CO* CM 

Sep. 

Inches. 

D O O CD iO D iO 

H-H-rHHrH0rHiOCOCDHOb*COQO(MCOiOO(MXHiOiO<DCOCOCOOCO 
CM t- rH X— CM iO CO Dr^C^iO iO 00 IQ CD CM rH rH t— rH CO CD. X— GO O CO CO CO rH CD 

CO* rH CO* O CO* rH* CM* CM CD* rH* Xr^ CM* CO* H CM CM* O* rH* rH* CM* <M* CO* O* O CM ^H <M O CO 00* 

•ony 

Inches. 

O O O iQ H iO 

rHrHHcDCDCOHcMOiCGOOOOHOLOiQDGOlMHCMN GOHOGOOH 
iO iC CO iO X^ CM GO CD GO rH CM CO rH CM 1C CO rH rH iC CD OS CD) t- CS rH rH CS rH 

CD id id CO* O* CO* CM* rH id CO* CD* CD* CO* CO* rH* Xh** CM rH CM* CO* rH O CM tr- CO* O* rH CM* CO* 

July. 

Inches. 

CM h »C (M iO O O 

CD<MCOt'-t'-iOCOiOCMOCDCOiQiOOOiOiOrH(MlOCOOHCOCD<MOHiO 

rH rH Q0 ^ OS rH CO CO OS iO O OS CM OS OS CO CM O 00 CO CO rH iO O CM CD O CM CM 

CM* CO CM M rH id CM CM CO CO CO GO CD GO* CD* CO* <M* rH* CM rH* CO* CM* CO* rH Xr-’ CO* CO* CO* rH* 

June. 

Inches. 

iO O CD O CM CM O 

rH rH GO iCS CD rH H CM CD O CO CO CD O O O iO O rH O rH 00 OS H iO O CM H CO 

CO. H . CO iC D GO lO D iG H iO iO CD 00 D O H CM t Q GO H C] q CO Cl LO GO O H H; 

t^*MrHlr-rHCDrHidrHCDrHt^-lr*rH*rH*id(MidrHrHod<McdidcdrHcdcdcdcd 

4 ^ 

. May. 

Inches. 

O' O CO CO 

H-HaH-CDOOCDrHrHOCMr-OCOHCDOiOHOirHCOCO(M(MOOHCMrHrH 
OOBlOHJOHO iO O 00 rH CO rH CD 00 CO rH CM. CM CM OX iO CO. CO CD OS. 00 GO CO 

CO 00 00 rH CD* M CO* CO* rH* id rH* id CO* rH* CO* CO* CM Xr-* id rH id GO* <M CO* id CO* <M* CM* 

Apr. 

Inches. 

iO iO O '00 iO iO iO O O 

t'-rHOt-GOOOOH-'iOCOQOH(MiOiOt-OOOX-iO(M(Mr^(MHr-acOCO 

COiOOXrCOiHXrCjHrHOiOHiO'D^OOQOXHaOXHXrCOiOCOOqCXH^ 

cdrH(M*rHCMrHrH(McDcdrHcd(MO*cdrHrHidx^(M CO* O* CM* rH Xr** id CO* CD* CM* CM* 

Mar. 

Inches. 

O CD 

CD 00 O CD OS ICO rH CM XT— O CD CD fc~— CM O CM rH CD rH CO CD H CD iCS GO rH GO CO X"— O 

00 rH iO CD CO CO O D iO rH_ (M t CO X- t; CO O H H CO CO IO X- O CO H; O GO CO CS 

rH rH CO O* CM* CO* CM CO* CM* rH* id CM* id CD* rH* CD* CO id CM* GO* CO rH O rH* rH O* CM* id rH* O* 

PQ 

£h 

Inches. 

iO rH O O 

lO^COrHiOOOCM^rHrHCDCOCDrHrHOOiOOr^XrGOCiOOrHCMCDOCDiOQ 

XHCOrtfCOXHCDGOOlQOcpCJOQOO(MHCMHlOiOrHC5l>C5iOGOCOOC5 

T-irHcdrHCMrHO*CDcdrHrHcdrH(M(MCDCDidididrH(MrHrHidrHrHCMcdO* 

• 

55 

*"T> 

Inches. 

(MXHOOCDCOiOiOHOCOCiHOOQOOiOCOCOOrHOiOOt-S^wSS 

GO D 00 G5 iO H iO XH iO H O iC5 XH[ WO rH CM CD O iO rH Xr^ OCOOiOrHiO fc— iQ 00 
COCMOrHrHrHidMcdcdcdcdrHrHcDidOMrHrHcdrHidcMD^rHCMrHidrH 

Year. 

iS^tT^^Qnl^S^^^^^^^OrHCMCOrHiOCDX^QOOtOrHCMCOrH 

COCOCOCOCOrHrHrHrHrHrHrHrHrHrHiOiOiCOiOiOiOiOiOiOiOCDCDCDCDCD 

00 00 GOOOCOQOOOQOOOGOOOOOQOGOQO GO GO 00 GO GO GO 00 00 00 GO GO GO 00 GO 00 

HHHHHHHHHHHHHHHHHHHHHHHHHHHHHH 

Authority. 

Charles Cist’s Book. 

Same. 

Same. 

Same. 

Same. 

Same. "... 

Same. 

Same. 

Same. 

Same. 

Same. 

Same. 

Same. 

Same. 

Same. 

Same. 

John Lea. 

Same. 

Same. 

Same. 

Same. 

Geo. Harper, Wood’rd HJi S’l, 

Same. 

Same. 

Same. 

Same. 

Same. 

Same. 

Same. 

Same. 

-1-- 

















































































APPENDIX 


73 


HSTO- 3. 

Analysis of Eleven Specimens of Water , by Dr. E. S. Wayne, Chemist. 


Whence Procured. 

Date. 

1865. 

Mark on 

Specimen. 

In U. S. 

Solid Cont’s. 

Gallon. 

Garb. Lime. 

Grains. 

Grains. 

Ohio river, at Pendleton. 

June 

15th, 

No. 56, 

5.290 

3.670 

Hydrant in the city. 

May 

4th, 

No. 2 C, 

4.934 

3.293 

Gregory’s creek. 

u 

8th, 

No. 1 W, 

11.414 

8.691 

Muddy creek. 

a 

16 th, 

No. 2 W, 

8.020 

5.367 

Turtle creek. 

a 

17th, 

No. 3 W, 

11.106 

8.371 

West Branch of Millcreek. 

ll 

18 th, 

No. 4 W, 

8,020 

6.215 

Great Miami, at Franklin. 

u 

19 th, 

No. 50, 

8.947 

6.723 

Clear creek, in flood. 

u 

19th, 

No. 51, 

9.566 

7.142 

Little Miami, high. 

a 

20th, 

No. 3 C, 

7.096 

5.275 

Ohio river, at California. 

u 

20th, 

No. 4 C, 

6.172 

4.654 

Main Branch Clear creek, low, 

u 

30th, 

No. 54, 

14.812 

13.279 


























TABLE 


74 


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alyzed by...J. M. LOCKE. 













































































T-A-BLIE USTO- 5- 

Showing the Relation of the U. S. Gallon to the Cubic Foot, and vise versa . 


Cubic Feet. 

U. S. Gallons. 

1 . 


10 . 


100 . 


1,000 . 


10,000 . 


100,000 . 

1 . 000.000 . 



TJ. S. Gallons. 

Cubic Feet. 

1 . 


10 . 


100 . 


1,000 . 


10,000 . 


100,000 . 


1,000,000 . 

✓ 


The U. S. Gallon contains 231 cubic inches, and weighs 8.355 pounds. 

The Imperial Gallon contains 277.274 cubic inches, and weighs 10 pounds. 


























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\ ‘orth 


11 e J le Centre 


8ft • Miami L it. 


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Amanda 


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( ground. 


LEBMOX 


P Clarks 


Monro 


Millgrovel 


.dip n t .s’ vi II e 
®l)el]i\uiin- 


sCuba. 


Mill fill e 


J’rineel oi 


Manchester 


West boro 


9 Willetsville 


®Y(Ia in ville 


q Social ville 


pChestft 


QJV'eiv Colum bia 


Woodvih 


■C.omamp, 


ynchhurg 


ftliden ton | 


Springdale 


Goshen 


®Fair-view 
All ensburij 


GUndah 


hJ/loBranch Mill 


‘Harrison 


Guinea 


DR AINA Gf MEA 

^ 28 > bsvm fj 

. IP PI fa San t) Indian 


Dodson idlle 


ftyctte vi lie 


Belfast 


Mte acting 


>s 8 \eivlnif'/ 


’Germany/, 


thian 


'Vew Boston 


CanufertCuy 


ftor Mrtjdi 


id Green bn 


ftCleves 


PI (tiriyih 


ChevtpC 0 


Todds Hint 


(trine 


reference to the colors and areas 




’endletm 


GREEN 

NEUTRAL 

CARMINE 


Gathering grounds Creat . \fiat>u 
Lillie Miami 
Turtle Creek 
.Muddy „ 

, Gregory 's 
. Clear . 
W sl R r MU 


Home City 


cUmmT! 


IP Was! iti 


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31 AT 

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£Vfater Supply Co/nnj 


////I) i in 1 ii n i n\UV 


OF PROPOSED WORKS 

FOR SUPP LY BY PUAIPIKTG 

FROM THEOHIO RIVER 

d T PENDLETON, 


Orchard 


SCALE 24-00 


LLONS 


Referredto m Report dated 3 fJuly / 36 S, 

JtmvesP. Kirkwood', C.E. 

NOTES. 

Surface of Full Hater insSetthngReservoirs, 6ZFI 

a hove Loir ]later of'Hirer. 
Surfaces of lfa ter on Fillet Reels 4-6FI. ainveL oivJleitei ’ 
Do do irv Storage Resect DirZOi-Ft do 

Maximum Lift of Rimer Engine 61Ft. 
Minimum do do 0 do 

fbnsloiit Juft of fhgh SerideeEnguw fdOFt 


ij ill It); 


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xijniiiiUTi iimiiir 


mi i imw iiHiiirnninnn: 


luilillliiiuiUU'JUUJiLllI 


mmm 

wffiajauH* 


m\m 






LU E N 


£NG‘ N M'll 

HOUStlUl 


AREA 6^5 ACRES 
OPACITY 28.000,000 G A (. S ( 


AREA 6™f ACRES 
ACITY 28,000,000 G A I 


AREA 6TS ACRES / 
A C I T Y 2 8,0 00,000 G A 


WAS Tt < 


RIVER ENGINEH0USE 


J JR (roes del 


LITH. BY GIBSON 4 C?I23 MAIN ST. Cl N. 0. 








































































































































































































































































































































































































































































































































































































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f 1 




END VIEW. 


Ik fe rred to in Report dated July 3 d/dtS. 

James T. Kirkwood C.E- 


scaz,h: y~/\ 

O f 2 3 4 5 6 ? 6 & ro d . 


RIVER OR LOW SERVICE PUMPING ENGINE, 


end i/iew. 




LITH.BY GIBSON & C?123 M A I N ST. Cl N O. 








































































































































































































































































































































































































































































































































































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, sv.^vSuLl.lv.',,,,,,,, , v 

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c di,- 

ENGINE HOUSE, 


fit 


r* 1 


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PUMP WELL&ENGINE FOUNDATIONS 

AT PEN D L £ TON, 

dCATJS. 


Heferred to in S'eport dated/ 3 ^ duty tS6o. 

James T Kirk/rood, C. K 



/JO 


VOO\ 


w 

n 


= - 


< /£.' > 

j 


OS 



S/DE EL £1/AT/ON OF ENG/NEHOUSE AND SECT/ON OF WELL ON AD. 


FRONT ELEVATION OFENG/NE HOUSE AND SECT/ON OF WELL ON CD . 



r 



90' 


60 - 



r 1 

- # - 



"3 











PLAN OF WELL. 


PLAN OF ENG/NE HOUSE. 


UTH.«YGIBSON&C*123MAIN st.cin. 






































































































































































































































































































































































































































































































































































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S T O R A G E 


R ESER VOIR 

LONGITUDINAL SECTION ON A B 


Tint nt/ . 1 *>j | for f n Cltittt f It'll /et 



_ _-——— 

N't: _ ■ ■ m ■■.'■■■ ■ ■ ■ ■ ■ i »■■ ■ ■ I, 

!<> fi O. 

"~" -— —4-=^j 

Scale _ | 

a- so so to so Ft 1 II 




Referred to in Report tlctleti 3^ July l (165 
•)tittles R. K irttnroori. CJE . 








Note 

furtive Letters referred to in these 

Sections see Sheet /{ 


r '/ 



nh merit built, m SiXTfurb foyers a rut roller/ 

m 




hs 


TRANSVERSE SECTION ON DC 




2 0 



020: 




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iL 



APPOINTED BY COUNCIL TO 


AN ABUNDANT 


FOR T H E 


CITY OF CINCINNATI 


TOGETHER WITH 


CINCINNATI 


TIMES STEAM BOOR AND JOB PRINTING ESTABLISHMENT 

1 8 65 . 













































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